The URL can be used to link to this page

Home My WebLink About2014 Mellonville Ave 14-1793; RENOVATION SFHIN CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I _)Cl 3 - Documented Construction Value: $ 154,285. Job Address: 2014 South Mellonville Ave Historic District: Ves Parcel ID: 31-19-31-513-0000-0030 Zoning: Residential Description of Work: Renovation of Single Family Residence IM Plan Review Contact Person: Richard Kovacsik Title: President Phone: 321-377-0480 Fax: 407-322-8641 F-mail: rick@cbiamerica.com Property Owner Information Name HILL, Reginald & Carrie Street: 2014 S Mellonville Ave City, State Zip: Sanford FL 32771 Name Corinthian Builders Inc Street: 2175 Marquette Avenue City, State Zip: Sanford FL 32773 Name: T.S. Chehal Street: 531 S. S.R. 434 Phone: 407-914-9871 Resident of property? : Yes Contractor Information Phone: 407-403-5658 Fax: 407-322-8641 State License No.: CGC 058246 Architect/Engineer Information City, St, Zip: Altamonte Springs, FL 32714 Bonding Company: Address: Building Permit El Square Footage: 2,041 No. of Dwelling Units: 1 Electrical 0 New Service — No. of AMPS: Phone: 407-521-5557 Fax: 407-521-5434 E-mail: Mortgage Lender: Address: PERMIT INFORMATION Construction Type: am VJ3 Flood Zone: Mechanical a(Duct kayout required for new systems) Plumbing 0 No. of Stories: 1 o r- c,, —r, e t New Construction - No. of Fixtures: Fire Sprinkler/Alarm 0 No. of heads: M Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. ofOwner/Agent ILI1Aaeent Sign tu re o f N . tmy-S 1, Ieo If Florida Wy P4"'> MARIA OOFMU.E My COMMISSION # EE BW770 EXPIRES: Oscember 27 2016 For Thm stg" N*' ; February 20 2014 February 20 2014 Date signaftir—cof Contractor/Agent Date Richard Kovacsik Owner/Agent is -El- Personally Known to Me or Produced ID Type of ID APPROVALS: ZONING: -76W UTILITIES: COMMENTS: Print Contractor/Agent's Name February 20 2014 signature of Notary -Stale of Florida Date MARIA CORVUERV My COMMISSION # EE 860770 EXPIRES: December 27,201611FM,7Jv Bm* Thru Bu* NArY Svvic" 1 ENGINEERING: FIRE Contractor/Agent is 21 Personally Known to Me or Produced lD,__Type oflD ic"t 0" WASTE WATER: BUILDING:.!i;E -7-1 - H Rev 11.08 JUN 1 2014 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: - 14 - I 11q3 - Documented Construction Value: $ 154,285. Job Address: 2014 South Mellonville Ave Historic District: Yes 0 Parcel ID: 31-19-31-513-0000-0030 zoning: Residential Description of Work: Renovation of Single Family Residence Plan Review Contact Person: Richard Kovacsik Title: President Phone: 321-377-0480 Fax: 407-322-8641 E-mail: rick@cbiamerica.com Property Owner Information Name HILL, Reginald & Carrie Street: 2014 S Mellonville Ave City, State Zip: Sanford FL 32771 Name Corinthian Builders Inc Street. 'Pt. 2175 Marquette Avenue City, State Zip. Sanford FL 32773 Wwrl, Phone: 407-914-9871 Resident of property? : Yes Contractor Information Phone: 407-403-5658 Fax: 407-322-8641 State License No.: CGC 058246 Architect/Engineer Information Name: T.S. Chehal Street: 531 S. S.R. 434 City, St, Zip: Altamonte Springs, FL 32714 Bonding Company: Address: Building Permit 0 Square Footage: 2,041 No. of Dwelling Units: 1 Electrical 0 Phone: 407-521-5557 Fax: 407-521-5434 E-mail: Mortgage Lender: Address: PERMIT INFORMATION Construction Type: CBS Flood Zone: New Service — No. of AMPS: Mechanical 0 (Duct layout required for new systems) Plumbing 0 No. of Stories: 1 New Construction - No. of Fixtures: Fire Sprinkler/Alarm 0 No. of heads: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the Permit is released. J ofOwner/Agent U' er Agent's Name February 20 2014 42a4,February 20 2014 Date Signa ure of Contractor/Agent Date Richard Kovacsik 1_ n .-ICA.4 full Sign cure of Notary- tale of Florida Date MY COMMISSION t EE 860770 EXPIRES: December 27, 20160,1141* Banded That 94* Notary $ett = Print Contractor/Agent's Name lebruary za zoia Signature of Notary -State of Florida Date MARIACOMLLE MY COMMISSION t EE 860770 EXPIRES: December 27, 2016 1' OF; e BWed That Budget Natery Se*" Owner/Agent is Personally Known to Me or Contractor/Agent is Z Personally Known to Me or Produced ID Type of ID Produced ID Type of ID APPROVALS: ZONING: UTILITIES: x` WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Rev 11.08 Revisionv- q Response to Comments 0 11JL 10 014 City of Sanford uilding & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit 4 14-1793 Submittal Date July 10, 2014 Project Address: 2014 S Mellonville Ave, Sanford FL 32771 Contact: Richard Kovacsik Ph: 407-403-5658 Fax: 407-322-8641 Email: rick@cbiamerica.com Trades encompassed in revision: El Building Plumbing Electrical Mechanical Lille Safety El Waste Water General description of revision: Additional Product Approval Information; Revised Drawings Plumbin Riser Dia ram Electrical Riser Diagram, Service Calcs ROUTING INFORMATION Department Approvals 1:1 LJtilities El Waste Water 13 Planning 13 Engineering El Fire Prevention El Building t, % CITY OF SANFORD BUILDING AND FIRE PREVENTION DIVISION 300 N. PARK AVENUE SANFORD,, FLORIDA 32772 PHONE: 407.688.5150 FAx: 407.688.5152 PLAN REVIEW COMMENTS Application Number: 14-1793 Date: 06/26/2014 Contact Person: Richard Kovacsik Contact Phone Number: 321.377.0480 Contact Fax Number: 407.322.8641 Contact E-mail Address: rick@cbiamerica.com Project Description: Residential Alteration Level III Job Address: 2014 South Mellonville Ave The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. Provide two copies of affected plan sheets and/or supplemental information as requested. COMMENTS: J1. Please submit two (2) copies of a signed and sealed truss engineering package as required by FBC 2303.4,2 and in accordance with FBC 2303A FBC 107 2. Please submit two copies of completed and signed energy calculations for the entire home as required by Florida Energy Conservation Code section 103.2.1, meeting the requirements of Florida Energy Conservation Code chapter 4. FBC 107 3. Please provide two (2) copies of Florida Product Approval and the manufacturer's installation instructions for the following products: windows, mullions, doors, soffit and roofing materials — including the off ridge vents. FBC 107'FS 553.842, FAC61G20-3 4. Please provide two (2) copies of completed and signed Statewide Product Approval Specification Form and include the following products: windows, mullions, doors, soffit and roofing materials — including the off ridge vents. Please see the attached blank form for your use. FBC 107, FS 553.842, FAC61G20-3 5. The plans state that the footings for the home are all existing. Please clarify if the dowels that will be located in the filled cells are existing or new and as such will all be drilled and epoxied. In addition, please revise the detail on sheet 5 (1 -story block wall section) that states the rebar to be tied into the footer steel for clarification, if the dowels are not existing. FBC 107 6. The foundation plan, sheet 3, shows a 4" A/C chase. Is this new or existing? Please clarify on the plans. FBC 107 7 The wall between the kitchen and Gathering Roou/DixinQRoono is listed differently on the pkmo - Sheet states "existing CMU vvu|| to hudemolished and rebuilt"; Sheet shows the vvaU as oonxisdng-|oud bearing wall; the remaining sheets appear 0oshow the wall as ubunnmd bearing wall; the footing detail on Sheet shows uwood framed wall; there is u6nmmed bearing wall detail provided on Sheet with wood framed connectors used totie trusses tothe wall. Please clarify and revise all details and all plan pages us it is not clear what type ofwall will be built ukthis location. FQCi07 8. The 52 inobCMO knee wall utthe car port is labeled as being existing. Page 2 indicates 3 dowels while the rest ofthe plan pages indicate 2dnno1s in the p/u(|. Please clarify and revise the number ofdowels in tbio wall and |obs| if the dowels are cxiudugornew. y 9. Please provide unelectrical load calculation for the home inaccordance with NEC article 220. See NEC section 220.|6(&) FBC|07 10. The Electric Riser Diagram iatoo small kz read and parts are not legible. Please enlarge the diagram and make |ogih|c. vPBC|0? Please verify the spacing ofreceptacles cannot exceed | 2feet (6-|2rule) inaccordance with l4EC210.52(&)(1). See the receptacles in Bedroom 4 and the Master Bedroom. Please review and vcvinc accordingly. FBC|07 12.The Electric Riser Diagram states to install a ground rod that is attached to the footer steel, however the footers are exiyhng. P|uuae ropiyo and provide an a|tmruu\ o mnethoJ ufgrounding that is applicable tothe project. PRCi07 y 13. lnaddition 0`comment #2, p|ousc provide two ( 2) copies ofuo B\/&C duct layout to provide compliance with Florida Energy Conservation Code, The duct layout ionot required tohcsigned and sealed. FBC|07 14. P|cume label ifthe air handier is new orexisting, {u provide clarification. FI}C| 07 15. Please provide a plumbing drain, waste and vent riser diagrarn for the plumbing tohcinstalled. Based outhe plans, itionot known what current plumbing ininthe house. Please label what imexisting and what is now on the riser diagram. The riser does not need to be signed and sealed. FRC|07 Based on the incomplete and missing information, this is an incomplete plan review, Any error o,omission in this plan review shall not be construed Wgrant approval of any violation ofany of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Steve Borey ot407-6D8- 5065 or by E-mail at Fiorey Residential Plans Examiner 2- A A 0 City of Sanford Development Review Team iiB14) VarianceP018 -, i)w - Staff Recommendations77— Legal Description of the Property: Fs-FIT-3] F 0 1 0 1 0 Address of Property: 2Q14 Mellonville AY_Q!9!9e. Sanford, EL 32771 Zoning District: SR-1AA Name and Address of Owner as shown In the Public Records of Seminole County, Florida: Reginald and Carrie Hill 2Q14 Mellonville Avqnye Sanford, Florida 32771 Application Submitted By: Richard Kovacslk - Corinthian Builders, Inc. Address: 2014 Mellonylllp Avenue, Sanford, Florida 32771 Phone: 4Q7.936.4032 —Fax: 4Q7.322.5641 E-Mail: rich!ftblamerica.com Standards for Consideration for Variances. Before any variance may be granted, the Planning and Zoning Commission or Administrative Official shall find that the variance would relieve a practical difficulty or undue hardship caused by a strict application of the regulations provided that the variance is occasioned by: Special conditions and circumstances exist which are peculiar to the land, structure or building involved and which are not applicable to other lands, structures or buildings in the same district. The literal interpretation of the provisions of the land development regulations would deprive the applicant of rights commonly enjoyed by other properties in the same district under the terms of the land development regulations. The special conditions and circumstances do not result from the actions of the applicant. Granting the variance will not confer on the applicant any special privilege that is denied by the land development regulations to other lands, structures, or buildings in the same district. The reasons set forth in the application justify granting the variance, and that the variance is the minimum variance that will make possible the reasonable use of the land, building, or structure. The granting of the variance will be in harmony with the general purpose and intent of the land development regulations and will not be injurious to the neighborhood, or otherwise detrimental to the public welfare. Variances Requested: A variance request to construct a carport in lieu of a garage in an SR -IAA zoning district at 2014 Mellonville Avenue to be consistent with the existing structure being replaced on site. Does this Request meet the Standards for Consideration? N Yes El No Site Specific Conditions: Damage to the existing home by a natural disaster has rendered the structure above the concrete slab unsafe. The renovation of the structure has been funded by CDQ13 Disaster Recovery and Home Prop -ram through Seminole County Community Development. The renovation to the damaged structure will utilize the existing concrete slab and floor plan which included a carport. The funding provided by the CDQB Disaster Recovery and Home Program is only granted for life safety and well-being renovations, not upgrades. Staff Recommendations: Staff recommends to approve the variance request to construct a carport in lieu of a garage in an SR -IAA zoning district as requested in the application subiect to the following conditions: L All required building permits shall be obtained from the City. 2. All improvements shall meet the local edition of the Florida Building Code, tR" k'' 'U""' 'De`ve-'1,O-p'Mpp, py,ew:, eamnx Appmvgil Approvedwith . .Denl.... . ed:, 'DRTH6aflng'Date : kljj.2'M, cond It AdministratlYe .. . . .. ....... Official ...... . . .... Aw " AORed61PaApprovedndit ofis' 10* W\31; RT-Agenda,, 9ye1Mqmos\ RT Recs,\D TYarianae 1,700 sfPilv Ao6 City of Sanford Development Review Team Variance - Staff Recommendations The Development Review Team (DRT) held a Public Hearing shortly after 9 Am on July 1, 2014 to consider a variance request to construct a carport in lieu of a garage in an SR-lAA zoning district at 2014 Mellonville Avenue to be consistent with the existing structure being replaced on site. The DRT conducted a Public hearing to consider the information presented for the request. As part of the evaluation, the standards for consideration were reviewed. 1. Special conditions and circumstances exist which are peculiar to the land, structure or building involved and which are not applicable to other lands, structures or buildings in the same district. Damage to the existing home by a natural disaster has rendered the structure above the concrete slab unsafe. The renovation of the structure has been funded by CDGB Disaster Recovery and Home Program through Seminole County Community Development. 2. The literal interpretation of the provisions of the land development regulations would deprive the applicant of rights commonly enjoyed by other properties in the same district under the terms of the land development regulations. Within the SR -IAA zoning district, single family residences are required to have a garage. The renovation to the damaged structure will utilize the existing concrete slab and floor plan which included a carport. 3. The special conditions and circumstances do not result from the actions of the applicant. The existing home was damaged by a natural disaster and the funding provided by the CDGB Disaster Recovery and Home Program is only granted for life safety and well-being renovations, not upgrades. 4. Granting the variance will not confer on the applicant any special privilege that is denied by the land development regulations to other lands, structures, or buildings in the same district. Other properties in the area were originally constructed with carports. Denying the variance request would change the original appearance of the home and limit the owner's ability to renovate the damaged structure due to the limitations on the funding being provided. 5. The reasons set forth in the application justify granting the variance, and that the variance is the minimum variance that will make possible the reasonable use of the land, building, or structure. The scope of work for the funding being provided by the CDGB Disaster Recovery and Home Program covers the renovation like for like, not upgrades, thus utilizing the existing concrete slab and floor plan which included a carport. 6. The granting of the variance will be in harmony with the general purpose and intent of the land development regulations and will not be injurious to the neighborhood, or otherwise detrimental to the public welfare. Based on existing neighborhood conditions, the construction of a carport in lieu of a garage will not be injurious to the existing surrounding improvements. As the project/request was reviewed at the June 24, 2014 meeting a motion was made to approve the request and action taken as follows: Dave Aldrich made a motion to approve the variance. The following conditions apply: 1. All required building permits shall be obtained from the City. 2. All improvements shall meet the local edition of the Florida Building Code. A Second to the motion was made by Tim Robles. Discussion: None. Those in favor: Dave Aldrich Robert Beall Eileen Hinson Sabreena Colbert Josh Strobridge Tim Robles Mike Cash Motion approved 7 to 0. No public was present in favor or opposed. SCPA Parcel View: 31-19-31-513-0000-0030 Page I of 2 Property Record Card Parcel; 31-19-31-513-0000-0030 HILL REGINALD & CARRIEOvvnew S 000"TVFV,0140A Property Address 2014 MELLONVILLE AVE SANFORD, FL 32771 Parcel: 31-19-31-513-0000-0030 Property Address: 2014 MELLONVILLE AVE Owner: HILL REGINALD & CARRIE Mailing: 2014 S MELLONVILLE AVE SANFORD, FL 32771-4529 Subdivision Name: GROVE MANORS Tax District: Si-SANFORD Exemptions: DOR Use Code: 00-VACANT RESIDENTIAL 7 E=3k Up rt]H 3 CL a Legal Description LEG LOT 3 (LESS S 20 FT) + S 20 FT OF LOTS 1 + 2 GROVE MANORS PB 10 PG 31 Taxes Taxing Authority County General Fund Schools City Sanford SJWM( Saint Johns Water Management) County Bonds Ic 3 Assessment Value Value Summary 2014 Working 2013 Certil Values Values Valuation Method Cost/Market Cost/Mark( Number of Buildings 0 1 Depreciated Bldg Value 58,890 Depreciated EXFT Value 304 Land Value (Market) 34,567 34,567 Land Value Ag Just/ Market Value 34, 567 $93,761 Portability Adj Save Our Homes Adj $0 $0 Amendment I Adj $0 Assessed Value $34,567 $93,761 Tax Amount without SOH: $ 2013 Tax Bill Amount $ Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Assessments Exempt Values 34, 567 34, 567 34, 567 34, 567 34, 567 Taxable Value 0 0 0 0 0 Sales Description Date Book Page Amount Qualified Vac/Imp WARRANTY DEED 9/1/1996 03131 1499 $68,500 Yes Improved Find Comparable Sales within this Subdivision Land http:// www.scpafl.org/ParcelDetaillnfo.aspx'?PID=31193151300000030 6/18/2014 http://www.scpafl.org/ParcelDetaillnfo,aspx?PID=31193151300000030 6/18/2014 t h A 1w STATE 0 LORIbA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD SEQ#L12060101571 06 01 2012 118196310 ICGCO58246 The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date; AUG 31, 2014 KOVACSIK, RICHARD A CORINTHIAN BUILDERS INC 2175 MARQUETTE AVENUE SANFORD FL 32773 RICK SCOTT KEN LAWSON GOVERNOR SECRETARY DISPLAY AS REQUIRED BY LAW CORIN-2 OP ID: CJ A RQ CERTIFICATE OF LIABILITY INSURANCE 403/24/2014ATE Y{ 03(24/2014 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: if the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed, If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsement(s). CONTACTPRODUCERPhone:407-660-8282 NAME: Brown & Brown of Florida, Inc. Fax: 407-660-2012 PnoNE2600LakeLucienDr., Ste. 330 1A(C_N9, Maitland, FL 32761-7234 EMAIL Scott Ohmstede, CPCU, CIC AIDREss INSURED Corinthian Builders, Inc. P.O. Box 950850 Lake Mary, FL 32795-0850 Vinings Insurance CompanyINSURERA: 16632 Southern Owners Ins. Co. INSURER e : 110190 INSURER C:Owners Insurance Co. 32700 INSURER D : CnVFRAnF-^-, r:FRTIPIr^ATF NI IMRFR- AFl/IRInM ml IMRFi?• '3 THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. TN -SR R; 'POLICY TR i TYPE OF INSURANCE POLICY NUMBER EFFT POLICY EXP - MM! DlYYYY MM/DDlYYYY LIMITS GENERAL LIABILITY ; EACH OCCURRENCE ---$- 1,000,00 B X COMMERCIAL GENERAL LIABILITY I X 72736719 10/13/2013 10/13/2014I PRMS Es accurren e $_ 300,0, 0 CLAIMS -MADE XOCCUR i MED EXP (Any one person) S PERSONAL BADVINJURY $ 10,00 1,000,00 GEN_ AGGR_E_GATE $ 2,000,00 GEN'L AGGREGATE LIMIT APPLIES PER: ( I PRODUCTS COMPIOP AGGG $ - 2,000,00 POLICY L X PRO- LOC j AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accidont $ 1,000,00 C ? (ANY AUTO X I41-419-896-00 04107/2014 04107/2015 BODILY INJURY (Per person) $ ALLOWNEDCHEDULED I ice'-_-'--'—'._... AUTOS AUTOS i I BODILY INJURY (Per accident)$ NON - OWNED XXlt'ETY DAMA— $ HIRED AUTOS AUTOS Per accident Ii UMBRELLAUAB X OCCUR EACH OCCURRENCE $ 2,000,00 B t-_ EXcessuA6 __ CLAIMS-MADEI X j 41.429.896-02 0 i 10/13/2013' 10/13/2014 1 AGGREGATE $ 2,000,00 X I DEp RETENTION $ WORKERS COMPENSATION X WC STATU- i OTH- AND EMPLOYERS' LIABILITY Y / N A ANY PROPRIETORlPARTNER/EXECUTIVE CV 008490703 LLQ3Y I 01/ 01/2014 01/01/2016 !—E L, EACH ACCIDENT $ 1,000,00 OFFICER/ MEMBER EXCLUDED? N ! A Mandatory in NH) i E L pISEASE - EA EMPLOYESN 1,000,00 If yyes, descritte under pESCRIpT10N OF OPERATIONS below YE E. L DISEASE - POLICY LIMIT I s 1,000,00 i DESCRIPTION OF OPERATIONS ! LOCATIONS ! VEHICLES (Attach ACORD 101, Additional Remarks Schedule, If more space Is required) RE: Business Tax Receipt 28490. City of Sanford is granted additional insured status by the General Liability policy with regard to the ongoing operations of the named insured when required by written contract or agreement. City of Sanford is granted City of Sanford P. O. Box 1788 Sanford, FL 32772-1778 SANFOR1 CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZEDREPRESENTATIVE ACORD 25 (2010/05) @ 1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD THIS INSTRUMENT PREPARED BY: Name: Corinthian Builders Inc Address: 2115 Marquette Avenue_ Aiford FL_327_T3 NOTICE OF COMMENCEMENT State of Florida County of Seminl,ojl e Permit Number: I " j -1 Parcel ID Number: MARYANNE MORSE, SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER RK 08220 Pg 0430; (1pg) CLERK* S # 210114023781 RECORDED 03/04/2014 1@tM 14 AM RECORDING FEES 10.00 RECORDED BY H DeVore 31-19-31-513-0000-0030 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) LEG LOT 3 (LESS S 20 FT) + S 20 FT OF LOTS 1 + 2 GROVE MANORS PB 10 PG 31 GENERAL DESCRIPTION OF IMPROVEMENT: Renovations of Sinqle Farnily Residence OWNER INFORMATION: Name: HILL, Re inald & Carrie Address: 2014 South Mellonville Ave., Sanford FL 32771 Fee Simple Title Holder (if other than owner) Name: Address: CONTRACTOR: Name: Corinthian Builders Inc. Address: 2175 Marquette Avenue - Sanford FL 32771 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: Address: In addition to himself, Owner Designates of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date is specified) WARNING TO WNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT, Under penalties of perjury, I declare that 1 have read the foregoing and that the facts stated in it are true to the b, Vof my knowledge a d belief. I- j Owner's Signature Owne 's P-n-n-ted-Imiame Florida Statute 713.13(i)(g): " The owner must sign the notice of commencement and no one else may be permitted to sign in his or her stead." State of _ C" Y! ( _ County of _:A)t2 t V) 1, The foregoing Instrument was acknowledged before me this It day of by C {-( e iij ( i . Who Is personally known to me Name of person making staterne OR who has produced identification Ltat type of identification produced: Cam" v R" MARIA CORVILLE MY COMMISSION II EE 860770 EXPIRES; 114 fesBonded Mtar)'S e p C rv- tl:.(, 4 rri s t i SY: 1# OWNOLCg sr Notary Signatureyjt e dr 3 Di vey f E FRK 2014 S Mellonville Ave — Scope of Work Demolish residence leaving the concrete slab. Rebuild home using existing slab. 2014 S Mellonville Ave — Scope of Work Demolish residence leaving the concrete slab. Rebuild home using existing slab. City of Sanford Residential Permit Application Guidelines All permit application packages must be complete prior to acceptance. You must check each box to the left or indicate n/a on this submittal. A complete application package shall include the following: Building Permit Application completed. signed and notarized. Application must include correct address and complete parcel I.D.number. Completed and signed Right -of -Way Utilization "hype I Permit Application. Copy of the contractor's license issued by the State of Florida (if contractor is applicant) A site specific notarized power of attorney shall be required from the licensed contractor it he/she appoints an employee of his%her company to sign the permit application as the contractor. Certificate of msurance indicating worker's compensation Insurance coverage and naming the City of Sanford as certilieatc holder. or a copy of a worker's compensation exemption issued by the State of Florida (inllSt be submitted with each application if contractor is the applicant). jr\v Pr Completed and signed Owner Builder Statement / Affidavit (if owner is applicant). y. Approval letter from sanitary sewer provider (if other than the City of Sanford). q- Copy of -the onsite sewage disposal system construction permit issued by Seminole County Health Department (if applicable). I,)k Semin le County Impact Fee Statement (multi -family only). t .. scts signed and scaled building construction plans. ji0jrt, Two (2) sioncd and sealed site % plot plans. f3 Two (2) sets signed and sealed floor and roo['truss engineering. I Two (2) copies of"completed and signed Statewide Product Approval Specification Form. Two (2) copies of the manufacturers installation instri.Ictions for the following products: windows, doors, roofing materials. engineered lumber products. glass blocks, soffit materials and siding. Get`' r Two (2.) copies ol"comlileted and signed energy and equipment sizing calculations. TlI CONSTIUVTION DOCUIVII';NTS MUST INCLUDF, AT A MINIMUM, THE FOLLOWING: SITE; PLAN / PLO`1` PLAN Lot number U Address / Legal Description Setback lines from principle structure and any acc( eight, two on each side) I= Primary building setback lines/envelope ,"` " J A/C' unit locations with setback from to"perty line i) SuI vey type 1 Existing casements: drainage ,fxt(ility, etc. Building separations, if apf Ticable Location of septic cyst- is Flood zone rellccti current FI_,MA map revision date ructures to property boundary (minimum of t_.ot grading typ A,I3,C, etc.} C:1 Elevations s wing crown of the adjacent street or right-of-way upon which the structure fronts (i'or type A aj 13 lots) i ; l'ot c rier elevations and break point elevations Dr• 'Wage swales (ifapplicable) with profile view i Proposed Iinished floor elevation BUILDING PLAN Cl Construction d< Invents shall indicate code edition being applied wviscd Amvinber 013 oJ_` ReZdewwl Perrnil Appliaoiou Checklist construction type Plans to minimum 1/8" scale Designer information: name, address, registration 1r. sc 1"and signature on all pa -es J Page sire minimum 22" x 34" All pages numbered and labeled Lil Wind design data required on drawings p(r F 13C 1603.1.4 to meet 139 mph ultimate design wind speed far risk catc4gory 11 buildin4os (residentt) l ltimatc design wind spec, (''ult) af Nominal design vtind weed (Vasd) Risk category I".xpo/ pr, m f nclication > Intercoefficient CoInladding design wind pressures in terms of'pst• Stillcatior1s, if necessary FL, )OR PLAN BUildim area tabulation VT Room sire I Corridors Stair Iocatrorv`guardrails Safety glass locations i. I cress door and emergency escape indm\ s sizes and location e(ac. Stairs coits[rrrction requirements Special column post anchora4gc Interior load bearing mall locations t Shear walls Down cells Lintel schedule Attic, access Accessibility rcstroorn (door) location il(Ps Fire resistant assemblies Identify options to be used FOUNDATION / SLAB Filled cells with reinforce ent locations l Footer denotation/det, ' s tj Footers mmrmum _" below r;,rade l Interior bcarim galls/pads Porch pads Nters Brick Ic .;e detail Slab ickness/steel/fiber mesh 1 V4 or barrier/termite treatment t}pe C i einforcin,, steel over lap Relieving arch steel at pipe penetrations All k\ood minimum 6" above grade crawl space cntilation Termite shields ETU, CTRICAL Seri ice riser diagram fA Electrical load calculations Rc l-tw<I Aorembel- 013 Puge ? o{ j Re.cklerrrial Permit Ipplica/iarr (11eckli51 i Bonding/Gr'Ounding to foundation steel Service location Loor Panel locations k , Receptacle lay out t' GFC:'I protection 1 AR I protection z tamper" resistant OLIOCIS Ceiling (<Uis Outdoor receptacles 14A Disconnecting means S\,vitchesilights SmokelCO alarm locations hard ired.. interconnectcd and batter\ baClurp F.LF.VATION (front, rear and side v icktis) Cam' Attic ventilation Roof pitch I Roofing material 11PV Exterior IInISh/SttICCO thickness ik" I Ieight/bcarlm, elevations i -'~"" W endow and door opening locations VIq Chimney location/height N1I1,CHANICAL. l;quipr11er1t location Anchorm,c far condenser Protection in garagc locations Clearances at equipment StrnCtllral detail f«r air handler in attic Roam ventilation Duct layout (usually in energy calculations) R-value of ducts I;M,s Balanced return/ducted.. transfer ducts 01' grilles l,xhaust Bath exhausts sirs aru) termination Dr1Cr exharlst discharge/make up all, Energy calculations with equipment sizing calculations V, Skylights PCILI,MlIENG plumbing vvttslscr dim -'ram atCC Cr location 4 • 1' 1 U-c lOCatlan i• F Ui FL, GAS BTUs each outlet and total BTU's Pipe type and total ter T IT regulator nodel type C' amhr.r n air vents l tion of equipment crating CI its F pc Revised November20f3 Page 3of5 Residewia(!'ernut,t lircatiorr('Fucklisi C-I Gas Pros c . U Gas pyrng 1 iser ROOF `I'RCISS LAY OUT V 'Truss L D. A f_,ava rt Signcd/Sealed truss en4gineerin4. padQgc Strapping fasteners 1)FTAIL SIIF,ETS OR NOTES Footings Is Bear to wall and/or post attachments INst/column and beam Construction Inferior bcaring walls Ik Stairs section 4 Chimney construction Dormer Corlstructian Floor framingroll? Entry Construction 4114 Arched wvindovvs Bav windows Frame to block connections Knee wall Construction f Sky light framing, TOP plate splicing rc(juirerrlents Steel rcefuircnlcnts#wjw, , lilpl, vertical porur) Grade Over lap fulp) VC11ccr fit Shcar wall locations and Construction ConnccUws Fasteners J Roof sheathing it diaphragms Fasteners Bhcking Wall and gable sheathing lastcning, Palo Gable: end. flame and block, vaulted and flat rNIk ` Conventionally framed roof members f Glass block Bearing opening strapping/anchorage Bearing/non-bearing wall detail ref Typical wwall section detail, one and twvo story. block and frame, for all scenarios Connectors Anchorage bolts Materials and assembly Garage and swing, door buck tastening 11 Ceiling diaphragms Blocking 1* Any Conventional RanAn4g M. - INN LURE R'S PRODUCT INSTALLATION INSTRUCTIONS vs" Roofing installation instructions 60 compliance wwith AS yl standards Rcvise(f \Oiv rber J(1l3 Page -1 of j Res'iderrticr( Permit. Ipplicoli'm Check(iv Ld Window and mullion installation instructions sfrdi+ ems, In>r and swine door installation instructions l' Siding installation ir structioiis Soffit installation instructions i r f, Glass block installation instructions f Engineered lumber products installation instructions P12 DUCT APPROVAL Completed Product Approval specification sheet f S 553.842.. F/W 61G20-3 These guidelines ivere compiled to assist the applicant in preparing a resideniial permit application submittal and may, not be complete. The applicant is required to "wet all city cif Sanford, .stale, and,fcderal requirements. Revised Aovember ?013 Pci e ? « I) Re wdomal Permit ipplica/ioit < hwckdi.cr 1-4 rl Z df- ' c/ i1v0fSanford Residential Permit Application Guidelines a Y mustcheck permitapplicationpackagesnouotb000mmp|mtepriorteococp occ. You each box to the left orindicate u/u on this submittal. /\ complete application package shall include the followingi: m iddn c address Bui| dng permit Applicatiop, it and complete parcel i[).uumbe,. Completed and signed BLichi+['VVay Utilization Type 1 Permit Application. Copy ofthe ooubactnr` o license issued by the State ofF|oxido(if cooirnc{or is applicant). xiicspcci6cnn1uhz dpovvcrofoUonz sha|| b rcquircdhmmthe licensed contractor if he/she appoints an employee ofhis/horcompanyiosign the permiiapp|ioo1iun as the contractor. c/1iDcaie o|'insumncc indioahn, v/mto's coniponsubon insurance coverage and uoming the City of Suufbod as ccUi5cubc hn|dcc or a copy o[: workcr`s coil, pcnsuhoil exemption issued by the 8U0e of' Boridu(must bcsuhmiiicd *i!hcocb application i[con!mdoristhe app|icano. onup|ctcd and nim}od (}wncrBui| dur 5Lx¢oncni/AfOduvh (if owner is applicant).' si gned Approval !otterDnm sanitary sewerprovider (i[ r4hcrihao the City o[Sanfhrd) . Copy of the onsite sewage disposal systern COIISI[RIC6011 perill it iSSUed by Serninole Count)' Flealth Department (if upp|iCub|c). f\ Sernhiple County Impact Fee Statement ( mu|b'1hmi|Yon|y). sets sionod and 000|cd hui| din,cunsUoc|iou p|uns. Two (2)signed and scaled site / plot plans. Two (2) sets signed and ocu| cd floor and roo[\russ engineering. Two<2' copiesofconop|c\od and signed Statewide Product Approval Specification Funn. Two ` 2' copies ofthe niuoufactu/'er` s installation instruciions for the following products: windows, doors,roofing materials, engineered lumber ppnducts. glass blocks, soO]tonu1chub and sidiu* Two ' icopiesofcnnup|eted and signed onnr y and cquipmentsizinQoa|cu|udons. THE C0NSTRUCT\OND000MENISm05TINCLUDE, ATAMINIMUM, THE F(} lA,O9VING: SITE PLAN / PLOTPLAN O botuumbo O Address / mDescription imumol Legal O Sn(UucK | nnnn oc/p/eStructure and u'' y^uce, boundary eight; two on each side) Primary building setback lines/ envelope O /\/[ unit locations cn sczoucx Froni,,,pr6perty line O S O bz easements:u n L-1 Building separations, if apiflicable O Location of septic O date U Di Lgrading Elevations sji.wimy, crwvii of the ad' Jacent ou\orrighi' nfv/uy upon vvhichthe struo\urc frontstype A apdB lots) Lot er elevations and break point elevations O D'"a csyu| cs(ifmpp|icuh\o}v'ith pn) 0cvio* u O Proposed finished floor elevation BUILDING PLAN cnsirucho/ cnisshall indicatecode edition being, applied 8o,"a' t ww o/Jo/j '/ bmc / v/] c6v x/m/ yen/'o,hy cu/w (h,h, O Construction Plans O Dc informati xu"/c uduox nzgu|a[ oil all pages O All pages 111.1111bered and labeled O Wind " e*.u^m /cquucu oiloru vm muh ukinnatodcui n wind mrnxx It U |d ( N des '=~` ''^'~ ` p~` w sj) Risk cateoo `\` ~ w t culc Enclosure | Internal l)I-0,SLIre coefficient Cn< uoUc|m1dinodeyWnvvindpressunSixkermsn[ps[ FLOOR PLAN Uui|dinoarea iubu|o1ion Room size u Corridors v, r Stair 10co1iuo/zounJnoi|s Sateiy(,|uss locations door and emergency cxunpe xindoxs sizes and location 3\ (N, S\ aics consiruciion requirements Special anchoru,u Interior load brariugvvuU | ocodons Shear walls Down cells z] Lintel schodu| c Attic access rUf Accessibility n: stnoom (door) location Pire resisNn\asscmh| ics jitj Nen|iFvoptions k) be uycd Filled cells with infb ioos n c..^. ^__.-^. -,, . ` vv'c' uommuun/oc/ars 1`00tcl-s below Oracle Interior Porch pa( S1, 00ters f -bet V Vq' or barrier/ termite treatment type A "forcim ', steel over lap elieving arch steel at pipe ons 1,C1,1111te shields L!" Set -vice riser diagrmn 4k Electrical |oodce|cu| oiions— xel'I'mdxvmnhcr 20// moAvlicv^m'(/u.klu i I Bond* Grounding to foundation steel c r , / / 6 Scrvice location t% Panel locations Receptacle lay out U GFCI protection AF'CI protection Tamper resistant outlets f". Ceilin-, fans Outdoor receptacles C' I)ISCoilncCti11 lllealls S\vitches'll-lits Smoket`C 0 alarm locations hard fired, interconnected and batten backup I.TEVATIQN (front, rear and side views) Attic ventilation 4F," Roof pitch Roofing material P.a s Exterror knish/stucco tllrckne:ss;,F Freight/bearing elevations VVirldovv and door opening locations Chimnc location/height MECHANICAL tt?; Equipment location Anchorage for condenser Protectioll in -arage locations Clearances at equipment Structural detail for air handler in attic Room ventilati011 Duct layout (USUally in energy calculations) R-value of ducts CFM'S Balanced returnlducted, transfer ducts or grilles FA laList Bath exhausts size and tertllillation Dr`er exhaust dischar(e11llakc up all, Energy calculations with equipment sizing calculations i Skylights I'TLINIBING NYC PlUillbiilcr'Aalt IISeI'd!a`?ralll a t c - jx-T"tC location Fxll`re location FUEI, GAS El BTUs each outlet and total BI'Lis__ Di Pipe type and total LP regulator qn Riedel type C:Yotllbu fair vents I- ,lion of- equipment Gas Type Revised ;November 2013 Page 3 ofJ Rem termed Permit Applicallon C hCC.Alr.%t Gas PIessuTe N .. Gas,plilmW riselt 1-1 RC)C}F `TRUSS LAY CUT Nauss L D. =s Layout Signed/Sealed now eriginceririg package Strappin',' fasteners 01",,TAIL SII1 EJ'S OR NOTES Footings 1YSeam to wall and/or host attachments or, Post/column and beam construction it Interior bearing walls l: 11 Stairs section Chimney construction Dormer construction Floor framing f 71+ "j Entl ti construction 9 p'I Arched vVindo\ys A Say "Wo" s Frame to block connections Knee wall construction A 4*,3, Ski lig-tit framing) lop plate splicing requirements A hAJjl;i. Steel requirements -(ban, lnit.el, Vertical porn') 1 • Grade Over lap f}'' Veneer Shear wall locations and construction Connectors Fasteners t J. Roof sheathing R diaphragms Fasteners Blocking Wall and table sheatl in 7 f tstenin t r 1'v! Gable emL frame and block, vaulted and flat Vt-/ kr Coil vent ionallyframedroof'members All Glass block it Searing opening, strappingr'ancllorage Searino' non-bearing wall detail Typical wall section detail, one and two story, block and framc, for all scenarios Connectors Anchorage bolts f. 1Vlaterialsand assembly lot f Garage and swing door buck fastening j 3,'t .l Ceiling diaphragms Blocking Any conventional framing Id' tNt'IAAC:Tt.1RIt;IJ'S PRODIA T INSTALLATION INSTRUCTIONS 1 Roof iing installation instructions 61 compliance AT ASTM M standardsRevised Aovemher ? W 3 MW 4 0> Re_tiad wud Permu Apr(ic awn C faecW C VAndo" and mulhon installation instructions Ga-rage.-doer, -doe}r and swing door installation instructions W&A Siding installation instructions: is ? Soft -It installation instructions Glass block installation instructions Engineered lumber products installation instructions PRODUCT APPROVAI Completed Produci ApprovA specification sheet These guidelines were cornllilecl to assist the alWlicant ire prepoi-in r a resrcleivtial herinit ap licatior7 sr.rb r7ittal arzd may not be coinplete. The applicant is required to meet all NO, oj.San ord, state. and federal requirements. Revised \ 01'ember 2(TI3 Pay ? W /ev( t ti rl t'eri rit :{pjx'icruruft C GecAlisv Fl•' 4011 Project Name: HILL Builder Name: CORINTHIAN BUILDERS INC. Street: 2014 MELLONVILLE AVE Permit Office: SANFORD City, State, Zip: SANFORD, FL, 32771- Permit Number* Owner REGINALD, CARRIE HILL Jurisdiction: 691500 Design Location: FL, Sanford 1. New construction or existing New (From Plans) 9, Wall Types(1832,0 sqft.) Insulation Area 2. Single family or multiple family Single-family a, Concrete Block - Ext Insul, Exterior R--41 1832.00 ft-' b. N/A R= ft2 3. Number of units, if multiple family I c, N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10, Ceiling Types (2041,0 sqft.) Insulation Area 5 Is this a worst case? No a. Under Attic (Vented) R=30,0 2041.00 ft2 6, Conditioned floor area above grade (ft) 2041 b. NIA R= ft2 c. N/A R- IV Conditioned floor area below grade 0 11. Ducts R ft2 T Windows(172.2 sqft.) Description Area a, Sup.- Attic, Ret: Attic, AH: RooMsInBIock1 6 196 a. U-Factor. Sgl, U=0.55 172,16 W SHGC" StiGC--Q,60 ft2 12. Cooling systems kBtuthr Effiriency b. U-Factor- N/A a, Central Unit 36,0 SEER:14.00 SHGC: c, U-Factor: N/A W SHGC: 13, Heating systems kBtu/hr Efficiency d, U-Factor, NIA ft2 a. Electric Heat Pump 35.7 HSPF:8.00 SHGC: Area Weighted Average Overhang Depth: 4.641 It Area Weighted Average SHGC: 0.600 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2041,0 sqjL) Insulation Area EF: 0.920 a. Slaty -On -Grade Edge Insulation R=0.0 2041.00 ft2 b. Conservation features b. N/A R= fe None c, NIA R= 15, Credits CF, Pstat 0.084 TOW Proposed Modified Loads: 23.68 PASSGlass/Floor Area: Total standard Reference Loads: 34-10 1 hereby certify that the plans and ris covered by Review of the plans and 0,V'VV1E STAI;i, this calculation are in compliance with the Florida Energy specifications covered by this NV Code. calculation indicates compliance PREPARED BY: with the Florida Energy Code. Before construction is completed e DATE: this building vviff be inspected for U compliance with Section 553.908 I hereby certify that this build* as designed, is in compliance Florida Statutes. with the Florida Energy WF. OWNER/ AGENT, BUILDING OFFICIAL: DATE: 14[ DATE. Compliance requires certification by the air handier unit manufacturer that the air handler enclosure qualifies as certified factory -seated In accordance with 403.2.2.1.1. Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 31230014 1.26 PM Fnomv(.' atin,0) ( ISA - FlaRPA201 0 Spcfinn 405 4 1 Cornnfiant Software Parta I of 1/"' PROJECT Title: HILL Bedrooms: 4 Address Type: Street Address Building Type: FLProp201 0 Conditioned Area: 2041 Lot # Owner: REGINALD . CARRIE HILL Total Stories: I Block/SubDivision: of Units: I Worst Case: No PlatBook: Builder Name: CORINTHIAN BUILDERS IN Rotate Angle: 0 Street: 2014 MELLONVILLE A Permit Office: SANFORD Cross Ventilation: County: SEMINOLE Jurisdiction: 691500 Whole House Fan: City, State, Zip: SANFORD, Family Type: Single-family FL, 32771- New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp, V, Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL—ORLANDO—SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume I Blockl 2041 16328 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 RoomsInBlockl 2041 16328 Yes 4 4 1 Yes Yes Yes FLOORS v# Floor Type Space Perimeter R-Value Area Tile Wood Carpet I Slab -On -Grade Edge Insulatio RoomsinSlockl 2041 ft 0 2041 ft2 1 0 0 ROOF v Roof Gable Roof Solar SA Emitt Emift Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul, (deg) I Hip Composition shingles 2211 ft2 0 ft2 Medium 0.96 No 0.9 No 0 22.6 ATTIC v# Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2041 ft2 N N CEILING v# Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) RoomsInBlockl 30 2041 ft2 0.11 Wood WALLS VAdjacent Cavity Width pace Height Sheathing Framing Solar Below Ornt To Wall, Type. __ R-Value Ft_ In Ft In Area _R-Value_ Fraction _Absor. Grade% 1 N Exterior Concrete Block - Ext InfbomsInBIoc 4.1 54.6 8 436.7999 0 0 0.75 0 2 S Exterior Concrete Block - Ext InftomslnBloc 4.1 53.6 8 428,7999 0 0 0.75 0 3 W Exterior Concrete Block - Ext lnftbomslnBloc 4,1 60.8 8 486.3999 0 0 0.75 0 4 E Exterior Concrete Block - Ext InomslnBloc 4.1 31 8 248 ft2 0 0 0.75 0 5 E Exterior Concrete Block - Ext InfbomslnBloc 4.1 29 8 232 ft2 0 0 0.75 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Insulated RoomslnBloc None 0.460000 2.8 6.8 19.04000 2 N Insulated RoomslnBloc None 0.460000 2.8 6.8 19,04000 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Storms Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Clear) Yes 0.55 0.6 N 7.7999991 A ft 0 in 1.6 It 0 in HERS 2006 None 2 N 1 Metal Single (Clear) Yes 0.55 0.6 N 6.7599991 A ft 0 in 1.6 It 0 in HERS 2006 None 3 N 1 Metal Single (Clear) Yes 0.55 0.6 N 3,599999 1.4 It 0 in 1.6 ft 0 in HERS 2006 None 4 S 2 Metal Single (Clear) Yes 0.55 0.6 N 20 ft2 4A ft 0 in 1.6 It 0 in HERS 2006 None 5 S 2 Metal Single (Clear) Yes 0.55 0.6 N 14 ft2 1 A ft 0 in 1,6 ft 0 in HERS 2006 None 6 W 3 Metal Single (Clear) Yes 0.55 0.6 N 6 ft2 1.4 It 0 in 1.6 It 0 in HERS 2006 None 7 W 3 Metal Single (Clear) Yes 0.55 0.6 N 42 ft2 1.4 ft 0 in 1.6 ft 0 in HERS 2006 None 8 W 3 Metal Single (Clear) Yes 0.55 06 N 42 ft2 1A ft 0 in 1,6 It 0 in HERS 2006 None 9 E 4 Metal Single (Clear) Yes 0.55 0.6 N 30 ft2 18 It 0 in 1.6 ft 0 in HERS 2006 None INFILTRATION Scope Method SLA CFM 50 ELA EgLA AGM AGM 50 1 BySpaces Proposed SLA 0.000360 1927.2 105.80 198.98 0.2628 7,0821 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Through the Wall(Split) HSPF: 8 95.7 kBtulhr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 36 kBtu/hr 1080 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None RoomslnBlockU.92 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS Supply - - Return --- Air Percent HVAC # V/ # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 196 W Attic 44 ftz DSE=0.88 RoomslnBI0.0 cfm QA0 % 0.00 0.60 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan X Feb X Marf Xj Aprf X May X] Jun Xjj Jul Xj Aug Xjj Sep XOcXNov XDecHeatingXJanIXIEX Feb X Mar X] Apr May f X] Jun ] Jul IXX] Aug EX] Sep IXI Oct XI Nov f XI Dec Venting X Jan X Feb X Mar X Apr X May tX X Jun Xjj Jul X Aug X Sep X Oct X Nov X Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEN) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 2014 MELLONVILLE AVE PERMIT #: SANFORD, FL, 32771- MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfmtsq.ft. Testing or visual inspection required. Fireplaces-. gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker electric) or shutoff (gas). Circulating system pipes insulated to = R-2 accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 4016 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat > 1 OkW must be divided into two or more stages. Ceitingstknee watts 405.2.1 R-19 space permitting. ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 69 The lower the EnergyPerformance Index, the more efficient the home. 2014 MELLONVILLE AVE, SANFORD, FL, 32771- 1 . New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Ext Insul, Exterior R=4.1 1832.00 ft2 b. N/A R= ft2 3. Number of units, if multiple family I c. N/A R= ft2 4. Number of Bedrooms 4 cl, NIA R= ft2 10. Ceiling Types Insulation Area 5, Is this a worst case? No a. Under Attic (Vented) R=30.0 2041,00 ft2 6. Conditioned floor area (ft2) 2041 b. N/A R= ft2 c. N/A R= ft2 T Windows— Description Area a, U-Factor: SgI, U=0.55 172.16 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: RoomsinBlockl R ft2 6 196 SHGC: SHGC=0.60 b. U-Factor: N/A ft2 SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 36.0 SEER:14.00 SHGC: d. U-Factor: N/A ft2 13. Heating systems kBtu/hr EfficiencySHGC: a, Electric Heat Pump 953 HSPF:8.00 Area Weighted Average Overhang Depth. 4.641 ft. Area Weighted Average SHGC: 0,600 8. Floor Types Insulation Area 14, Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0,0 2041,00 ft2 a. Electric EFi O92 b. N/A R= ft2 c. N/A R= ft2 b. Conservation features None 15. Credits CF, Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspecbon. Otherwise, a new EPL Display Card will be completed based on installed Code cow tan atur Builder Signature: Date: Address of New Home: Zo iq S ve -t ept,> Vi &ty/FL Zip: 3> z---7 7 Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage ( EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638- 1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section 303. 1 .3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGaugeO USA - FlaRes201 0 Section 405A. 1 Compliant Software REGINALD. CARRIE HILL Title: HILL TMY City: FL ORLANDO SAN 2014 MELLONVILLE AVE FLASBuilt Elec Uffl: Florida Average SANFORD, FL, 32771- Gas Util: Florida Average Registration #: Run Date: Energy Uses Baseline Home Proposed Home e-Ratio Heating 2.85 MBtu 1.68 MBtu 0.59 Cooling 9.84 M13tu 5.83 MBtu 0.59 Hot Water 10.03 MBtu 9.78 MBtu 0.97 Total 22.72 MBtu 17.28 IVIl3tu 0.76 Building Loads Heating Cooling Hot Water Total normalized modified loads Glass/Floor Area: 0.084 Baseline Home Proposed Home e-Ratio 5.57 MBtu 3.28 MBtu* 0.59 19.39 MBtu 11.49 MBtu* 0.59 9.14 MBtu 8.90 MBtu* 0.97 34.10 MBtu 23.68 MBtu Total Proposed Modified Loads: 23.68 Total Baseline Loads: 34.10 i No 3/23/2014 1:33 PM EnergyGaugeO USA - RaRes201 0 / Page 1 of 1 Residential System Sizing Calculation Summary REGINALD. CARRIE HILL Project Title: 2014 MELLONVILLE AVE HILL SANFORD, FL 32771- 3/23/2014 Location for weather data: Sanford, FL - Defaults: Latitude(28.78) Altitude(89 ft.) Temp Range(M) Humidity data: Interior RK (50%) Outdoor wet bulb (7 FHumidity difference (46qr.) Winter design temperature(MJ8 99%) 38 F Summer design temperature(MJ8 99%) 93 F Winter setpoint 70 F Summer setpoint 75 F Winter tem2erature difference 32 F Summer temperature difference 18 F Total heating load calculation 97196 Btuh Total cooling load calculation 24702 Btuh Submitted heating capacity of calc Btuh Submitted cooling capacity % of calc Btuh Total ( Electric Heat Pump) 37.0 36000 Sensible (SHR = 0.75) 136.0 27000 Heat Pump + Auxiliary(O.OkW) 37.0 36000 Latent 185.9 9000 Total ( Electric Heat Pump) 1453 36000 WINTER CALCULATIONS Winter Heating Load (for 2041 Load component Load Window total 172 sqft 3030 Btuh Wall total 1622 sqft 6810 Btuh Door total 38 sqft 561 Btuh Ceiling total 2041 sqft 2080 Btuh Floor total 2041 sqft 77068 Btuh Infiltration 159 cf1m 5579 Btuh Duct loss 2069 Btuh Subtotal 97196 Btuh Ventilation 0 ChIn 0 Btuh TOTAL HEAT LOSS 97196 Btuh I Fk S(79%) SUMMER CALCULATIONS Load component Load Window total 172 sqft 6858 Btuh Wall total 1622 sqft 2979 Btuh Door total 38 sqft 508 Btuh Ceiling total 2041 sqft 2795 Btuh Floor total 0 Btuh Infiltration 119 Cfi`n 2353 Btuh Internal gain 1890 Btuh Duct gain 2476 Btuh Sens. Ventilation 0 Cfrn 0 Btuh Blower Load 0 Btuh Total sensible gain 19860 Btuh Latent gain(ducts) 524 Btuh Latent gain(infiftration) 3718 Btuh Latent gain(ventilation) 0 Btuh Latent gain(intemaVoccupants/other) 600 Btuh Total latent gain 4842 Btuh TOTAL HEAT GAIN 24702 Btuh as W, t# (25 Da S(2%) vww(l ) k—( 20%) thr. qs(l I %) ErvergyGauge( g) System ng PREPARE- 11-- b C;;11 DATE: EnergyGaugeOD / USRFZB v3,0 Residential Window Diversity MidSummer REGINALD. CARRIE HILL Project Title: 2014 MELLONVILLE AVE HILL SANFORD, FL 32771- 3/23/2014 Summer design temperature 93 F Average window load for July 3113 Btuh Cooling selpoint 75 IF Peak window load for July 5124 Btuh Summer temperature difference 18 F Excusion limit(l 30% of Ave.) 4047 Btuh Latitude 28,78 North Window excursion (July) 1078 Btuh WINDOW Average and Peak Loads 50M,00 1-0t for excursion 4000.00 is 12 Hour Averm 3000DO 2000M 1000,00 ODO 8 a m. 10 12 2 p.m. 4 p - rn. 6 p.m. 8 P I . rn. Total July Window Load(Radiation and conduction) This application has glass areas that produce large heat gains for part of the day. Variable air volume devices are required to overcome spikes in solar gain for one or more rooms. Install a zoned system or provide zone control for problem rooms. Single speed equipment may not be suitable for the application. EnergyGaugeO System Sizing for Florida reskWces only PREPARED BY: DATE: 7 EnergyGaugeO t USRFZB v3.0 System Sizing Calculations - Winter Residential REGINALD. CARRIE HILL 2014 MELLONVILLE AVE SANFORD, FL 32771- Load - Whole House Project Title: HILL Building Type: User Component Details 3/23/2014 Reference City: Sanford, FL (Defaults) Winter Temperature Difference: 32.0 F (M.18 99%) Window Panes/Type Frame U Orientation Area (sqft) X HTM= Load 1 1, NFRC 0.60 Metal 0.55 N 7,8 17.6 137 Btuh 2 1, NFRC 0.60 Metal 0.55 N 6.8 17,6 119 Btuh 3 1, NFRC 0.60 Metal 0,55 N 3.6 17.6 63 Btuh 4 1, NFRC 0.60 Metal 0.55 S 20.0 17,6 352 Btuh 5 1, NFRC 0.60 Metal 0.55 S 14.0 17.6 246 Btuh 6 1, NFRC 0.60 Metal 0.55 W 6.0 17.6 106 Btuh 7 1, NFRC 0.60 Metal 0.55 W 42.0 17,6 739 Btuh 8 1, NFRC 0.60 Metal 0.55 W 42,0 17.6 739 Btuh 9 1, NFRC 0.60 Metal 0.55 E 30,0 17.6 528 Btuh Window Total 172.2(sgft) 3030 Btuh Walls Type Ornt. Ueff. R-Value Area X HTM= Load Cav/Sh) I Conc Blk,Hollow - Ext (0.131) 4110.0 400 4.20 1678 Btuh 2 Conc Blk,Hollow - Ext (0.131) 4,1/0.0 395 4.20 1658 Btuh 3 Conc Blk,Hollow - Ext (0.131) 4,1/0.0 396 4.20 1664 Btuh 4 Conc BX Hollow - Ext (0.131) 4.1/0.0 199 4.20 835 Btuh 5 Conc Blk, Hollow - Ext (0131) 4.1/0.0 232 4.20 974 Btuh Wall Total 1622(sqft) 6810 Btuh Doors Type Storm Ueff. Area X HTM= Load I Insulated - Exterior, n (0.460) 19 14.7 280 Btuh 2 Insulated - Exterior, n (0.460) 19 14.7 280 Btuh Door Total 38(sqft) 561 Btuh Ceilings Type/Color/Surface Ueff. R-Value Area X HTM= Load 1 Vented Attic/L/Shing (0,032) 30.0/0.0 2041 1.0 2080 Btuh Ceiling Total 2041 (sgft) 2080Btuh Floors Type Ueff. R-Value Size X HTM= Load 1 Slab On Grade (1.180) 0.0 2041.0 ft(perim,) 37.8 77068 Btuh Floor Total 2041 sgft 77068 Btuh EnvelopeSubtotal: 89548 Btuh Infiltration Type Wholehouse ACH Votume(cuft) Watt Ratio CFM= Natural 0.58 16328 1 M 158.9 5579 Btuh Duct load Average sealed, R6.0, Supply(Att), Return(Att) DLM of 0,022) 2069 Btuh All Zones Sensible Subtotal All Zones 97196 Btuh EnergyGaugeO / USRFZB 0.0 Page 1 I Manual J Winter Calculations Residential Load - Component Details (continued) REGINALD. CARRIE HILL Project Title: 2014 MELLONVILLE AVE HILL SANFORD, FL 32771- Building Type: User 3/23/2014 Subtotal Sensible Heat Loss 97196 Btuh Totals for Heating Ventilation Sensible Heat Loss 0 Btuh Total Heat Loss 97196 Btuh 1. Electric Heat Pump TEMPSTAR #FEM4P3600BT 36000 Btuh Key: Window types - NFRC (Requires U-Factor and Shading coefficieryt(SHGC) of glass as numerical values) or - Glass as'CleaforTint (Uses U-Factor and SHGC defaults) UU - (Window -Factor) HTM - (Manual) Heat Transfer Multiplier) N EnergyGaugeO / USRFZB v3,0 Page 2 ONI,- ,.iystem Calculations - Summer R e s 1 d e n t I a i L,u,) a d h o I e I iou,,,,se Corrnponer,,t Details REGINALD. CARRIE HILL Project Title: 2014 MELLONVILLE AVE HILL SANFORD, FL 32771- 3/23/2014 Reference City: Sanford, FL Temperature Difference: 18,0F(MJ8 99%) Humidity difference: 46gr. Type* Overhang Window Area(sqft) HTM Load Window Panes SHGC U InSh IS Ornt Len Hqt Gross Shaded Unshaded Shaded Unshaded I I NFRC 0M, 0.55 B-L No N 1.4ft 1.6ft 7.8 0.0 T8 16 16 126 Btuh 2 1 NFRC 0,60,1155 B-L No N 1.4ft 1,61ft 6.8 0.0 6,8 16 16 109 Stuh 3 1 NFRC 0.60, 0.55 B-L No N 1.4ft 1.6ft 16 0.0 3,6 16 16 58 Btuh 4 1 NFRC 0.60,0.55 B-L No S 4.4ft 1.6ft 20.0 20.0 0.0 16 20 323 Btuh 5 1 NFRC 0.60.0.55 B-L No S 1 Aft 1.6ft 14.0 14.0 0.0 16 20 226 Btuh 6 1 NFRC 0.60,0.55 B-L No W 1.4ft 1.6ft &0 0.0 6.0 16 49 297 Stuh 7 1 NFRC 0,60,0,55 B-L No W 1 Aft 1.6ft 42.0 0.0 42.0 16 49 2079 Btuh 8 1 NFRC 0.60, 0.55 B-L No W 1 Aft 1.6ft i 42.0 0.0 42.0 16 49 2079 Btuh 9 1 NFRC 0.60, 0.55 B-L No E 18.Of 1.6ft 30.0 30.0 0,0 16 49 484 Stuh Excursion 1078 Btuh Window Total 172 (sqft) 6858 Btuh Walls Type U-Value R-Value Area(sqft) HTM Load Cav/Sheath 1 Concrete Blk,Hollow - Ext 0.13 4.1/0.0 399.6 1.8 734 Btuh 2 Concrete Blk,Hollow - Ext 0.13 4.1/0.0 394,8 1.8 725 Btuh 3 Concrete Blk,Hollow - Ext 0.13 4.1/0,0 396.4 1,8 728 Btuh 4 Concrete Blk,Hollow - Ext 0,13 4,1/0,0 199.0 1.8 366 Btuh 5 Concrete Blk,Hollow - Ext 0.13 41/0.0 232.0 1.8 426 Btuh Wall Total 1622 (sqft) 2979 Btuh Doors Type Area (sqft) HTM Load 1 Insulated - Exterior 19,0 113 254 Btuh 2 Insulated - Exterior 19.0 13.3 254 Btuh Door Total 38 (sqft) 508 Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sqft) HTM Load 1 Vented Attic/Light/Shingle 0,032 30.0/0,0 2041.0 1.37 2795 Btuh Ceiling Total 2041 (sqft) 2795 Btuh Floors Type R-Value Size HTM Load I Slab On Grade 0.0 2041 (ft-perimeter) 0.0 0 Stuh Floor Total 2041.0 (sqft) 0 Btuh Envelope Subtotal: 13140 Btuh Infiltration Type Average ACH Volume(cuft) Wall Ratio CFM= Load Natural 0,44 16328 1 1191 2353 Btuh Internal Occupants Btuh/occupant Appliance Load gain 3 X 230 + 1200 1890 Btuh Sensible Envelope Load: 17383 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6,0-Attic) DGM of 0.142) 2476 Btuh Sensible Load All Zones 19860 Btuh EnergyGauge<ID / USRFZB v3,0 Page 1 Manual J Summer Calculations Residential Load - Component Details (continued) REGINALD. CARRIE HILL Project Title: Climate: FL—ORLANDO—SANFORD—AIRPOR 2014 MELLONVILLE AVE HILL SANFORD, FL 32771- 3/23/2014 Sensible Envelope Load All Zones 17383 Btuh Sensible Duct Load 2476 Btuh Total Sensible Zone Loads 19860 Btuh Sensible ventilation 0 Btuh Blower 0 Btuh Whole House Total sensible gain 19860 Btuh Totals for Cooling Latent infiltration gain (for 46 gr, humidity difference) 3718 Btuh Latent ventilation gain 0 Btuh Latent duct gain 524 Btuh Latent occupant gain (3.0 people @ 200 Btuh per person) 600 Btuh Latent other gain 0 Btuh Latent total gain 4842 Btuh TOTAL GAIN 24702 Btuh 1. Central Unit I TEMPSTAR #N4H436GKF 1 36000 Btuh Key: Window types (Panes - Number and type of panes of glass) SHGC - Shading coefficient of glass as SHGC numerical value) U - Window U-Factor) InSh - Interior shading device: none(No), Blinds(B), Draperies(D) or Roller Shades(R)) For Blinds: Assume medium color, half dosed For Draperies: Assume medium weave, half dosed For Roller shades: Assume translucent, half closed IS - Insect screen: none(N), Full(F) or Half('/.)) Omt - compass orientation) 29 EnergyGaugeO / USRFZB 0.0 Page 2 Job #: MODEL 12" Performed by TRaA HIGGM for: CORINTHIAN BUILDERS INC Smion, LLC P,OSM 35 w0toaftwo" Gorw4a, FL 32732 ScWe. 1 :89 M & B AIR INC paw 1 2941 FOURTH STREET F;*ft-sute* universal M12 FL- 3ePhone: 407 40ZQ362 Fax 407 349-0938 M & 8 Air Swvkvs, or= P.0, Sm 35 Gwwwa, r-L 32732 Entire House M & BAIR INC 2944 FOUR7ti STREET, GBIEVA, FL 32732 PhOM 407 402-S362 FaK 4G7 3499938 CORINTHIAN BUILDERS INC M & B Air Services, LLC Ro. BM 35 FL 32732 Heating Cooling E)dernal static pressure 1.00 in H20 1.00 in H20 Pressure losses 0.41 in H20 0.41 in H20 Available static pressure 0.59 in H20 0.59 in H20 Supply / return available pressure 0.30/0.30 in H20 0,30/0.30 in H20 Lowest friction rate 0.300 inil 00ft 0,300 in/100ft Actual air flow 850 of m 1000 ofm Total effective Ienglh (TEL) 252 ft Name Design Btuh) Htg cfm) C19 cfm) Design FR Diam7 in) HxW in) Duct Matt Actual Ln (ft) Ftg.Eqv Ln (it) Trun aA c 130 4 7 0,300 4.O Ox 0 VIFx 10.0 145.0 stl BED 2 c 2106 72 114 0.300 0.300 6.0 6.0 Ox 0 011(o AFx VIFx 16.5 15.0 145.0 145.0 sti stl BED a 0 h 2449 96 183 133 161 1 0.300 7.O Ox 0 AFx 18.9 145.0 1 stl GREAT ROOM 63 1982 IB3 58 231 108 13. 300 0. 300 8. 0 6. 0 ex 0 Ox 0 ViFx VlFx 16. 2 15. 0 145. 0 145. 0 stl SO K i 7 C Ia Mi BATH c h 16891 64 47 0,300 5.O Ox 0 AFx 27.5 27. 5 225. 0 225. 0 st2 st2 Y, Si;I-= c 34311 150 186 0.300 7.0 Ox 0 Ox 0 V1Fx IFx 22-9 225.0 4 st2 VVIC h 420 21 12 0,300 4.0 HxW i Duct I Material Ctn) 245 0.300 1000 0.300 wrightSOft RiON-S S VO-W 2,,12 12 r,,05 RS1 Cate MZ FrCTZ PLAT OF "BOUNDARY" SURVEY FOR CORINTHIAN BUILDERS LEGAL DESCRIPTION Lot 3 (LESS the South 20 feet), AND ALSO the South 20 feet of Lots 1 and 2, GROVE MANORS, according to the plat thereof as recorded in Plat Book 10, Pages 31 and 32, of the Public Records of Seminole County, Florida. E 00 P: 2 NORTH LINE SOUTH 20* LOTS 1 do 2 1 Z4 N 87*52*07" W 194.38' r%*0 WAOM OOW S 87*52*07" E 61-83'OC4 po" PW WOOD fr"a MT WON If 0 9D 0 0 3 2.L.!::j 66,66 4, W WEST 245.96' COW4r W)PU NORTH LINE SOUTH 20' LOT 3 0 SCALE: 1"=40' 1711111117 --MMMMNNEM 4Q 30 20 10 6 40 80 SURVEY NOTES: 1) The street address of the above -described property is 2014 MELLONVILLE AVENUE 2) The house on the above -described property lies in Flood Zone X SURVEYOR'S CERTIFICATE This is to certify that this *Boundary. Survey" of the above -described property and the plat hereon delineated is an accurate representation of the same. I further certify that this survey meets the Minimum Technical standards set forth by the Florida Board of Surveyors and Mappers pursuant to Chapter 5J-117 of the Florida Administrative Code pursuant to Section 472.027 of the Florida CERTIFIED CORRECT TO: R, BLAIR K*.TNER P.S.M. NO. 3382 2597 SANFORD AVENUE — SANFORD, FL 32773 407 322 2000 NOT VALID WITHOUT SEAL PROJECT NO: 14 -qZ SURVEY DATE: 31 MAecw 2614 OFFICE REVIEWED FOR CODE COMPLIANCE DATE 4v OFFICE I -t, ( , k ') fj REVIEWED FOR CODE COMPLIANCE PLA N EXZ4AMIN DATE 14- 4) v 7j American Builders Supply 1801 7th St. S.W. Winter Haven, FL 33880 Aar RWAN Phone: (863) 294-0611 Fax: (863) 293-1561 Bull I)i PN S1 Y Customer Information: CBI - Corinthian Builders, Inc. Address: 2175 Marquette Ave City, State, Zip: Sanford, FL Engineering Cover Sheet Quote# B1304645 Order # 726980 59 Printed: 04/21/14 Job Information: Model: SFR Rehabilitation Job Name: SFR Rehabilitation Lotffilk/Sub: - Address: 2014 S Mellonville Sanford, FL 32771 I nr III Digitally signedbyWilliamRanieri Date: 2014.04.21 17:23:30 -04'00' I General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): I Design Code: FBC2010ITP[2007 Design Program: 7.50 Oct 23 2013 Roof Load: Shingle Wind Code: MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Wind Speed: 140 mph Engineer or Professional of Record: NO FOR AT THE TIME OF SEALING -, , - This package includes 39 individual, dated Truss Design Drawings. I No, I Date I Truss ID# I Seal# 1001 1 04/2112014 1 A01 I A0016927 I 1005 1 04121/2014 1 A05 I A0016931 006 12014 1 A06 I 016932 j 1007 1 04/21/2014 1 A07 I A0016933 -1 1011 1 0412112014 1 All I A0016937 I 1015 1 04/21/2014 1 B04 I A0016941 I 609 1024 1 04/2112014 1 B13 I A0016950 I 1027 1 04121/2014 1 Cot I A0016953 I A001 No. Date TrusslD# el# 034 04/21/2014 J3 A0016960 035 D4121/2014 J38 A0016961 036 04121/2014 J5 A 1 j,9-;y 037 04/210014 J7 A0016963 038 04/21t2014 17A A0016964 039 04/2112014 J713 A0016965 oiEVIEWED FOR CODE COMPUANCE PLANS EXAMIN DATE William M. Ranieri, P.E. (Truss Design Engineer - Florida PE License # 42704) Manta Consulting & Design of WMR & Associates, Inc.(CA# 9177) qNrlh222S. Westmonte Drive, Suite #100; Altamonte Springs, FL 32714;(407) 681-1917 LICIENSE,", The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters Zj provided by : American Builders Supply, N0.42704 With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31,003, section 5 of the Florida Board of Professional Engineers Rules, UNLESS NOTED ABOVE, THERE IS NO STRUCTURAL ENGINEER OF RECORD AT THE TIME THESE DRAWINGS WERE SEALED STATE OF 1' NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty solely for the truss components shown. {AV wwe The suitability and use of the component for any particular building is the responsibility of the building designer, per ANSI/TPI 1-2007 Sec.2. For hanger details and specifications not included in truss engineering package visit: www.strongtio.com. IltliPage1ofIAPR27 Wimlarn M. Ranieri, P # 42704 Fuss Dwg No 001 726980 ;AO1 HIP GIRDER 1 American Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:02 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-7c8slxBkATc>dbr4l?fURJf23_DO44VZAOcOa2r-ZOX8R- 1-4-0 1"-3 18-7-15 25-8-6 32-8-6 34-0-6 t-- f ----------- ----15 - -+--- - 1:4 -0111, -T-6mo - - --- _4 i 416 74-6 7-0-7 2-3-1 i-- 2-3-1-2- -M-7 - - '- - - 5x8 MT20H 4,00,Ff2 3x10 = 5X6 = 3x10 -- W MT20H -- Scale - 1:56,2 0 JV 31 a4 3x6 = 7x8 = 5x8 5x8 = 7x8 = 3x6 - 18-7-15 25-670 - ----- _ 32-8-6 7-" 02-6 0-0 5:0-3-0,0-3-0], [6:0-3-8,0-1-8], [7:0-3-12,Edge], [10:0-3-8, Edge], [11:0-4-0,0-3-0], [12:0-4-0,0-3-0], LOADING (psf) SPACING 2-0-0 CS1 i DEFIL in loc) I/defl L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0:14 Vert(LL) 0.48 12-13 >633 240 MT20 244/190 TCDL 7,0 Lumber Increase 1.25 BC 094 Vert(TL) -0.68 12-13 >453 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO I WB 0.97 Horz(TL) 0.13 10 n/a n/a BCDL %0 Code FBC2010ITP112007 Matrix-M) Weight: 145 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-12 oc bracing. B2: 2x4 SP No.2 WEBS 2 Rows at 1/3 pts 6-10 WEBS 2x4 SP No.3 *Except* W2:2x4 SP No.2 REACTIONS (lb/size) 2=1535/0-8-0 (min, 0-1-13), 10=3260/0-8-0 (min. 0-3-14), 8=-484/0-8-0 (min. 0-1-8) Max Horz 2=-55(LC 23) Max Uplift2=-1138(LC 8), 10=-2181(LC 8), 8=-706(LC 17) Max Gray 2= 1 535(LC 1) 1 0,=3260(LC 1), 8=567(LC 7) 7, 11kFORCES ( lb) ;Max. C6mp./Max. ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3685/2423, 3-20=-3478/2360, 20-21=-3478/2360, 21-22=-3478/2360, 22- 23=-3478/2360, 4-23=-3478/2360, 4-24=-3747/2639, 5-24=-3747/2639, 5- 25=-2165/1608, 6-25=-2165/1608, 6-26=-1531/2408, 26-27=-1531/2408, 27- 28=-1531/2408, 28-29=-1531/2408, 7-29=-1 531/2408, 7-8=-1613/2482 BOT CHORD 2-13=-2183/3440, 13-30=-2472/3737, 30-31=-2472/3737, 31-32=-2472/3737, 12- 32=-2472/3737,12-33=-1865/2841, 33-34=-1865/2841, 11-34=-1865/2841, 11- 35=-1456/2178,35-36=-145612178,36-37=-1456/2178,10-37=-1456/2178, 8- 10=-232611623 WEBS 3-13=-278/710, 4-13=-379/307, 4-12=-649/552, 6-11 =-470/939, 6- 10=-4850/3324,7-10=-1403/1052,5-12=-879/1289,5-11=-970/592 NOTES ( 11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6,Opsf; h=30ft; B=45ft; L=40ft; eave= 5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1 .60 plate grip 000.'01k DOL= 1.60 I 3) Provide adequate drainage to prevent water ponding. % 4) All plates are MT20 plates unless otherwise indicated. %. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by No.42704 2- 0-0 wide will fit between the bottom chord and any other members. Continued on page 2 STATE A-, 4 ZOR William M. Ranieri, EmPl!!"r- # 42704 russ Type 1 Qty Ply S.F.R. Rehabilitation Dwg No 001 726980 ; A01 HIP GIRDER Job Reference o_tional American Builders Suppiy Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:02 2014 Page 2 ID: EMcaoww4xktMXQUbvBw5Zjy67WR-7c8slxBkAT(>dbr417fURJf23_DO44VZAOcOa2czOX8R NOTES (11-12) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=1138, 10=2181, 8=706. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down and 251 lb up at 7-0-0, 102 lb down and 140 lb up at 9-0-12, 102 lb down and 140 lb up at 11-0-12, 102 lb down and 140 lb up at 13-0-0, 99 lb down and 140 lb up at 14-8-3, 99 lb down and 140 lb up at 16-83, 99 lb down and 140 lb up at 18-8-3, 102 lb down and 140 lb up at 20-8-3, 102 lb down and 140 lb up at 22-8-3, and 102 lb down and 140 lb up at 24-8-3, and 172 lb down and 238 lb up at 25-8-6 on top chord, and 354 lb down and 86 lb up at 7-0-0, 77 lb down at 9-0-12, 77 lb down at 11-0-12 77 lb down at 13-0-0, 77 lb down at 14-8-3, 77 lb down at 16-8-3, 77 lb down at 18-8-3, 77 lb down at 20-8-3, and 77 lb down at 22-8-3, and 77 lb down at 24-8-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11)Segn:A0016927,Date: 04/21/2014 12) 726551R LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 14-17=-20 Concentrated Loads (lb) Vert: 3=-123(F) 7=-121(F) 13=-354(F) 6=-86(F) 11=42(F) 20=-86(F) 21=-86(F) 22=-86(F) 24=-86(F) 25=-86(F) 27=-86(F) 28=-86(F) 29=-86(F) 30=-42(F)31=-42(F) 32=-42(F) 33=42(F) 34=42(F)35=-42(F) 36=42(F)37=-42(F) M. LICENSE"•,' Na1.42704 ; in STATE OF William M. Ranieri, PE""FE"L`" PE4 42704 Job Dwg No 002 726980 iA02 I HIP arican Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc, Mon Apr 21 11:04:03 2014 Page 1 ID: EMcaoww4xktMXQUbvBw5Zjy67WR-boiFVHCMxmwUD?fyZM?grtaGVcp_p3NJFG17a2zOX8cr 1-4-0 7 2-1_ -M 16-4-3 _1_2 32-8-6 34-", 9_ 74-3 +_____ __ - __ - __ - , ___ - - - 44 __ - - ___ - 4 1-9-15 7.2-1 5x6 = 4 00 `42 3A = 5X6 -- 2,4 Scale - 1:56.2 A 6x6 34 -- = 5x6 = 5X6 = 6x6 = 34 -, LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft Lld TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.43 12-13 716 240 TCDL 7.0 Lumber increase 1.25 BC 0.58 Vert(TL) 0.32 12-13 963 180 BCLL 0.0 Rep Stress Incr YES WI3 0.55 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 147 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-8-4 oc bracing. WEBS I Row at midpt 6-11 REACTIONS (lb/size) 2=931/0-8-0 (min. 0-1-8), 10=1617/0-8-0 (min. 0-1-15), 8=16/0-8-0 (min. 0-1-8) Max Herz 2=69(LC 9) Max UpIift2=-875(LC 10), 1 0=-1 340(LC 10), 8=-1 92(LC 19) Max Grav2=931(LC 19), 10=1617(LC 1), 8=201(LC 6) FORCES (lb) - Max, Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1819/2594,3-4=-1783/2696, 4-20=-1436/2191, 5-20=-1436/2191, 5-21=-888/1422, 6-21=-888/1422, 6-7=-1268/1015, 7-8=-1399/1041 BOT CHORD 2-13=-2308/1671, 12-13=-1919/1450, 11-12=-1732/1338, 10-11 =-2391507, 8-10=- 95511459 WEBS 3- 13=-228/306, 6-11 =-I 955/1314, 7-1 0=-294/360, 5-12=-330/258, 5-11 =- 739/927, 4-13=-754/427, 6-1 0=- 1394/1845 NOTES (8- 9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult= 140mph (3-second gust) Vasd= 1 08mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0- 0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=875, 10=1340, 8=192. a 1A 7) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Seqn: A0016928,Date:04/21/2014 9) 726551 R LOAD CASE( S) Standard No.42704 I STATE OF LwIr- A R110, 9*96-* 600 _: William M. Ranieri, VE # 42704 cuss ;Truss Type Dwg No 003 726980 1A03 SHIP Job ReferenceSoptianaljer _- -- American Builders Supply Run. 7.500 s Oct 23 2013 Print: 7,51 0s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:03 2014 Page 1 ID: EMcaoww4xktMXQUbvBw5Ziy67WR-boiFVHCMxmwUD?fyZM?grtaGBcgLp?MJFG17a2zOX8Q 14- 0 7-2-1 11.0-0 16-4-3 21 8 6 25-6-5 32 8-6 34-0 6 i- 4-0 7-2-1 3-10-0 5-4-3 5-4-3 3-9-15 7-2-1 1-4-0 3x6 = 6x6 5x6 -:- 3x4 - z 5x6 =- 5x6 6x6 Scale = 1:56.2 3x6 -= 14 0-0 18-8 6 f -----— 6.9-15 -- -- -!— ---4 25 7- 2-1 8 6 6-9-10 05' 7-2-1 — -- Plate OffsetsCX,Y) [7 0-4 0,0 0_OL [11 0-3-0 0 3-01, [12.0 3-0 0 3 0] LOADING ( psf) SPACING 2-0-0 CSI DEFL in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.41 12-13 >743 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) 0.31 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 151 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-7-1 oc bracing. REACTIONS ( lb/size) 2=954/0-8-0 (min. 0-1-8), 10=1508/0-8-0 (min. 0-1-12), 8=101/0-8-0 (min. 0-1-8) Max Horz 2=82(LC 9) Max Uplift2=-896(LC 10), 10=-1247(LC 10), 8=-101(LC 19) Max Grav2=954(LC 1), 10=1508(LC 1), 8=206(LC 16) FORCES ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1892/2715, 3-4=-1875/2842, 4-20=-1267/1978, 5-20=-1267/1978, 5- 21=-844/1382, 6-21=-844/1382, 6-7=-905/742, 7-8=-1050/781 BOT CHORD 2-13=-2423/1741, 12-13=-169411304, 11-12=-1485/1162, 10-11=-328/362, 8- 10=-690/1128 WEBS 3-13=-287/369, 6-11=-1190/783, 7-10=-329/403, 5-12=-352/241, 5- 11=-601/761, 4-13=-1013/609, 6-10=-1452/2026 NOTES ( 8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave= 5f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2- 0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt= lb) 2=896, 10=1247, 8=101. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Segn:AO016929,Date:04/21/2014 ,.••• *•••••.• / 9) 726551R LICENSE •; LOAD CASE(S) Standard No. 42704 1; STATE OF .` William M. Ranieri, 1"'iE # 42704 Dwg No 004 726980 1 A04 1 HIP arican Builders Supply Run: 7,500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MITek Industries, Inc. Mon Apr 21 11:04:04 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-3?GdjdD-i42Kr9E874WvO47R5OAxYUQTUwVg6VzOX8p- 1-4-0 7-2-0 13-0-0 19-8-6 25-6-5 34-0-6 6 4_ill_ - -_ - - - ____ +_____ - - - i 6:b 7-2- 11 Scale = 1:56.2 4x8 21 ri 6 3X6 -- 2A 11 34 = 300 = 3x6 11 3A 3A =,- 34 = 2-0 13-0-0 19-M 25-6-0 5 32-8-6 ............ .. ... . 7-2-0 -10-0 5-9-10 Plate Offsets (X1Y)' -5- -2-_0 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.35 13-14 >885 240 MT20 244/190 TCDL TO Lumber Increase 1-.25- BC .53 Vert(TL) 0.26 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) -0,07 9 n/a n/a BCDL 10.0 Code FBC2010fTPI2007 (Matrix-M) Weight: 151 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc BOT CHORD 2x4 SP No.2 purlins, WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-5-6 oc bracing. WEBS 1 Row at midpt 6-10 REACTIONS (lb/size) 2=972/0-8-0 (min. 0-1-8),9=1426/0-8-0 (min. 0-1-11), 7=165/0-8-0 (min, 0-1-8) Max Horz 2=95(LC 9) Max Uplift2=-913(LC 10), 9=-1 168(LC 10), 7=-51 (LC 10) Max Grav2=972(LC 1), 9=1426(LC 1), 7=237(LC 16) FORCES (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1956/2821, 3-4=-1308/1936, 4-21=-732/1246,21-22=-732/1246, 5-22=-732/1246, 5-6=-831/1257, 6-7=-752/576 BOT CHORD 2-14=-2528/1804, 13-14=-2528/1804, 12-13=-1566/1203, 11-12=-1566/1203, 10-11 =- I 566/1203, 9-1 0=-494/842, 7-9=-4941842 WEBS 3- 14=-291/240, 3-13=-663/1063, 4-13=-704/433, 4-1 0=-609/805, 6-1 0=-1 873/1320, 6-9=-127211743 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Ot=lb) 2=913, 9=1 168, 00 M 7) "Semi -rigidpitchbreakswithfixedheels" Member end fixity model was used in the analysis and design of this truss. 8) Seqn:A0016930, Date:04/21/2014 9) 726551 R • LICENS--.. LOAD CASE(S) Standard No. 427 4 STATE OF 0 Flipte 0, " lob" 1100"600 lZM00* 1 WilliamM. Ranieri, PE-TTTM # 42704 Qly ! Ply I S.F.R. Rehabilitation 726980 1 A05 ;HIP Dwg No 005 American Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:04 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-3?GdjdD_,,i42Kr9E874WvO47P60AHYReTUwVg6VzOXBP 1-4-0, 7-1-15 14-4-8 1 _8-3-14 25-6-7 32-" 34-0-6, 6- 4,00 ;Q_ 56 --- 56 = Scale = 1:571 34 =- 2x4 I I 5X6 - 5x8 = 3x6 11 3A -- 144-8 18-3-1 25-" 2_J 3278-6 7-1-15 M 3-11-6 7-1-15 Plate Offsets 3:0- 3-0,0- 3-41, [6:0-3- 0,0-3-41, [10:0-1 -12,0-3-41, t1j_: 0-3-9, Q-3-qj LOADING (psi) i SPACING 2-0-0 CS1 DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.44 11-12 >693 240 MT20 2441190 TCDL 7.O j Lumber Increase 1.25 BC 0.57 Vert(TL) 033 11-12 >926 180 BOLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Weight: 154 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-2-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-10 REACTIONS (lb/size) 2=973/0-8-0 (min. 0-1-8), 9=1426/0-8-0 (min, 0-1-11), 7=165/0-8-0 (min. 0-1-8) Max Horz 2=-1 04(LC 8) Max Uplift2=-913(LC 10), 9=-1 170(LC 10), 7=-49(LC 10) Max Grav2=973(LC 1), 9=1426(LC 1), 7=236(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2005/2907, 3-4=-1214/1807, 4-5=-772/1323, 5-6=-88311337, 6-7=-681/528 BOT CHORD 2-12=-2615/1855,11-12=-2615/1855, 10-11=-1345/1057,9-10=-439/769, 7-9=-439/769 WEBS 3-12=-324/270, 3-11 =-816/1289, 4-11 =-710/425, 4-1 0=-491/605, 6-10=-1824/1283, 6-9=-1260/1715 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4,2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 2=913, 9=1 170. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. K 8) Seqn:AO016931,Date:04/21/2014 LICENSEl.t LOAD CASE(S) Standard No. 42704 I S ' E OF TAT40 4W OFWilliam M. Ranieri, PE-7FETM_# 42704 Qty i Ply Dwg No 006 726980 A06 I ROOF SPECIAL i Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:04 2014 Page 1 ID:EMcaoww4xktMXQUbvBw57jy67WR-3?GdjdD--i42Kr9E874wvO47Q909zYSpTUwVg6VzOX8F` 8-0'9 16-11-14 20-3-14 25-6-5 34-0-6 1-4-08-0-9 6-7.16- 24-1 7-2-1 4. 001 - 12 4A - 04 5 54 Scale = 1:58.0 36 -- 2A 11 5X8 - 5x8 = 34 11 3x4 — I 1h4 14- 0-0 20-3-14 6-0 8- 0-9 5-11-7 6-3-14 1-2-8' 3-11-10 0-0-5 7-2-1 Plate Offsets Q,Y): [3,0 -01, -3-0,0-3-41,[11:0-2-8,0-3[12:0-2-8,0-3-41 LOADING ( psf) SPACING 2-0-0 CS1 DEFIL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.89 Vert(LL) 0.39 13-19 792 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) 0.29 13-19 999 180 BCLL 0.0 Rep Stress Incr YES WB 0,79 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Weight: 155 lb FT = 20% I _ LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-3-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS ( lb/size) 10=149010-8-0 (min. 0-1-12),8=114/0-8-0 (min. 0-1-8),2=960/0-8-0 (min. 0-1-8) Max Horz 2=-1 06(LC 8) Max UpIift10=-1222(LC 10), 8=-46(LC 19),2=-902(LC 10) Max Grav10=1490(LC 1), 8=212(LC 16),2=960(LC 1) FORCES ( lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1843/2663, 3-4=-1143/1745, 4-5=-1028/1653, 5-20=-427/806, 6- 20=-427/806, 6-7=-483/814, 7-8=-1014/749 BOT CHORD 2-13=-2486/1692, 12-13=-2362/1689, 11-12=-1192/939, 10-11 =-653/1091, 8-10=-653/ 1091 WEBS 3-13=- 310/252, 3-12=-741/1142, 5-11 =-694/979, 7-11 =-1 834/1239, 7-10=-1359/ 1924, 4-12=-792/429 NOTES (8) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Ot=lb) 10=1222, 2=902. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Seqn:A0016932, Date:04/21/2014 IICENSE LOAD CASE(S) Standard 4.4 No. 42704 1 STATE OF No William M. Ranieri, PE—M= # 42704 Oty Ply 1 S.F.R. Rehabilitation 726980 : A07 j ROOF SPECIAL Dwg No 007 American Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc, Mon Apr 21 11:04:05 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-XBp?wzDcTOABSJpKgn28wlgcOQRtHtaciaEEexzOX80 14-0 6 3 10 7 979, 14-8-3, 18-11-14 22,3,14 25-5-10 L2-" 34-0-6 1 1--- _-______ _ _ _ _ 4_`o_ 6-io 6-114 4-3-11 3-1-12 7-2-12 4,00 [Ti 44 :-- Scale = 1:58.0 3x4 - 2x4 11 7X8 ---- 46 ---- 44 = 3x8 -- 6-3 0 1-,---- __ _?- 3-14 ....... _ . .... . .... 6-3-10 7-M 8-3-14 10-4-8 OE8:0-4 1 , dgejjj2-0-2-41EJ3q L___ -------- - T-- - - 1_11-1111 ---- _,__ _11-1-1111 - - --------------- LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1,25 TC 0,80 Vert(LL) 0.19 10-12 999 240 TCDL 7.0 Lumber Increase 1,25 BC 0.87 Vert(TL) 0.50 10-16 629 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 i (Matrix-M) PLATES GRIP MT20 244/190 Weight: 151 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 13=1451/0-8-0 (min. 0-1-11), 8=1012/0-8-0 (min. 0-1-8),2=100/0-8-0 (min. 0-1-8) Max Horz 2=-1 06(LC 8) Max Upliftl 3=-740(LC 10), 8=-507(LC 10), 2=-228(LC 10) Max Gravl3=1451(LC 1), 8=1012(LC 1), 2=183(LC 19) FORCES (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-277/556,3-4=-1038/695, 4-5=-9501711, 5-6=-1564/1086, 6-7=-1672/1113, 7-8=-1982/1355 BOT CHORD 2-13=-570/366, 12-13=-426/334, 11-12=-853/1559, 10-11 =-853/1559, 8- 1 0=- 1132/1828 WEBS 3-13=-1293/1018, 6-1 0=- 197/373, 7-1 0=-345/419, 5-12=-850/627, 3-12=- 708/1387, 4-12=-54/361 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0- 0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 13=740, 8=507, 2=228, 7) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • 8) Seqn: AO016933,Date:04/21/2014 LICENSE---.. LOAD CASE( S) Standard No. 42704 1 STATE OF Rt all 0 RIPWilliamM. Ranieri, PE""MME4 42704 Truss Dwg No 008 726980 A08 11 ROOF SPECIAL i Builders Supply Run: 7.500 s Oct 23 2013 Print: 7,510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:05 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-XBp?wzDcTOABSJpKgn28wlgciQQbHthciaEEeXZOX80' 6-3-10 14-8-3 -11-14 32-M -- ------ 434-0-6, E144:8- 6-3-10 _3 _1 4wb 84-9 6- -11 34:6 ------- Scale = 1:58,0 4,00 jl2 44 = 3A — 2x4 1: 600 = 3x6 ---: 3x4 - 44 — Plate Offsets_( Y)_.,_[3:0-3-0,Edg el,_111:0-4-4,0-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFIL in loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.25 9-11 999 240 TCDL 7.0 Lumber Increase 1.25 BC 0.95 Vert(TL) 0.68 9-11 463 180 BCLI_ 0.0 Rep Stress Incr YES WEI 0.88 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 Weight: 146 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 2-2-0 oc bracing: 9-11. WEBS 1 Row at midpt 5-11 REACTIONS (lb/size) 2=86/0-8-0 (min. 0-1-8), 12=1468/0-8-0 (min. 0-1-12),7=1010/0-8-0 (min. 0-1-8) Max Horz 2=-1 06(LC 8) Max Uplift2=-226(LC 10), 12=-736(LC 10), 7=-513(LC 10) Max Grav2=172(LC 19),12=1468(LC 1), 7=1010(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-285/615, 3-4=-1 034/679, 4-5=-975/689, 5-,5=-1775/1172, 6- 7=-1928/1178 BOT CHORD 2-12=567/374,11-12=-480/343, 10-11=-1108/1903,9-10=-1108/1903, 7- 9=- 1309/1917 WEBS 3-12=-1321/1007, 3-11 =-70211442, 4-11 =0/359, 5-11 =-1 106/834, 6-9=-581376 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWIFIRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water poncling, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0- 0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=226, 12=736, 7=511 7) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Seqn: AO016934,Date:04/21/2014 LOAD CASE( S) Standard LICENSE No.42704 I j STATE OF k, 4 410 FtWilliamM. Ranieri, PE"WIM # 42704 M$ 726980 IA09 ROOF SPECIAL Dwg No 009 Job Reference American Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:06 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-?NNN7IEFEhl24SOWEVZOTVCovqmp019mxE_.nBNzQXBN 1A-0 6-3-10 14-8-3 22-11-14 26-3-14 32-8-6 1-4-0 5x6 -- 4.00 12 Scale = 1:58.0 3x4 -z 3x6 11 700 == 4x6 :-- 2x4 it 3x4 = 4x4 — 11-14 1 26-3-14 LOADING (psf) SPACING 2-0-0 1 CS1 DEFIL in (lac) I/clefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0,30 10-12 999 240 TCDL 7.0 Lumber Increase 125 BC 0.95 Vert(TL) 0.60 10-12 525 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 i Code FBC2010ITP12007 Matrix-M) PLATES GRIP MT20 244/190 Weight: 149 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc T2,T3:2x4 SP M 30 purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-12 REACTIONS (lb/size) 2=43/0-8-0 (min. 0-1-8), 13= 1523/0-8-0 (min. 0- 1 - 13), 7=99710-8-0 (min. 0-1-8) Max Horz2=-106(LC 8) Max Uplift2=-21 1 (LC 10), 13=-759(LC 10), 7=-505(LC 10) Max Grav2=151(LC 19), 13=1523(LC 1), 7=997(LC 1) FORCES (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-375/755, 3-4=- 1002/678, 4-5=-975/681, 5-6=-1871/1267, 6- 7=-1999/1271 BOT CHORD 2-13=-655/461, 12-13=-613/429,11-12=-1428/2427, 10-11=-1428/2427, 9- 10=-1422/2436, 7-9=-1056/1842 WEBS 3-13=-1373/1045,3-12=-794/1550, 4-12=0/321, 5-12=-1611/1113,5-10=0/291, 5- 9=-683/426, 6-9=-207/432 NOTES ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave= 5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWIFIRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water poncling. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2- 0-0 wide will fit between the bottom chord and any other members. 001,10" .a 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 00. jt= lb) 2=211, 13=759, 7=505. • 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Seqn:A0016935,Date:04/21/2014 LICEN E LOAD CASE(S) Standard No.42704 STATE OF William M. Ranieri, PE"71!9M # 42704 Dwg No 010 726980 A10 I ROOF SPECIAL I._---- 1-49b, Reference _(9p#oqaj_ _ _ i Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:07 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy6-[WR-UaxILeFt??QviczjoC4dOilxKE$KlrBvAukKjpzOX8M' 14-8-31-40 6-3-10 21-3-14 1 24-11-14 28-3-14 32-M -9 j111 -1-11- 6::47.4 6- 111111111 1 i - I --- - ---- — ------ -- --- - . ..... _131, i 4.6 , - 16--- - --, - - - - - _. 1, 0- - -- f ------- 4:48_ 114-0 Scale = 1:58,0 4,00 r12 44 :, 3x4 = 3x6 11 5X10 = 5A -- 30 = 3x4 Plate - 0 - ff-- se - Is _(XY . .0- -OE :0-3-0,q- -4-4,0-2- y_L31,11--_ clgej1[j_j_ J-12:0 _Z1 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.30 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.45 10-11 >709 180 W13 0.62 Horz(TL) O.06BCLL0.0 Rep Stress Incr YES i 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 152 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc BOT CHORD 2x4 SP No.2 purfins. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-4-5 oc bracing. WEBS 1 Row at midpt 3-12,5-12 REACTIONS (lb/size) 2=-21/0-8-0 (min. 0-1-8), 13=1605/0-8-0 (min. 0-1-14), 8=980/0-8-0 (min. 0-1-8) Max Horz2=-106(LC 8) Max Uplift2=-204(LC 9), 13=-798(LC 10), 8=-497(LC 10) Max Grav 2= 1 16(LC 19), 13=1 605(LC 1), 8=980(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-499/929,3-4=-926/631, 4-5=-883/646,5-6=-2145/1420, 6-7=-1976/1264, 7-8=-2076/1281 BOT CHORD 2-13=-818/577, 12-13=-774/543, 11-12=-1153/1985, 10-11=-1795/2899, 8-10=-1092/1928 WEBS 3-13=-1443/1107,3-12=-862/1640, 4-12=0/302,5-12=-1286/918, 5-11 =-1 94/551, 6-11 =-951/684, 6-1 0=-1 020/753, 7-1 0=-224/497 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=204, 13=798, 8=497. I 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Seqn:A0016936,Date:04/21/2014 LOAD CASE(S) Standard, LIGEN SE No.42704 OF STATE 4F AZOR William M. Ranieri, F "ETTE $ 42704 Job 726980 A11 Roof Special Girder Dwg No 011 Job Reference American Builders Supply Run: 7.500 s Oct 23 2013 Print: 7,510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:08 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67W R-ymV8Y_GVmJYmJmYvMvbsYwl6gdTEUCg2PYTuFGzOXBL 14-0 6-3.10 --- f- .- 184--48--93 -- ._ 214-0 -- --- 26S--7-11-51303--43-_014 ...r-32-8_-&6 ---3fi4-0e-6 6- 3 4, 00 F 1246 = Scale = 1:58.0 3x4 3x6 11 6x10 7x8 2x4 II 4x4 == 3x6 =_ 4- 0 26-11-14 30-3-14 A - d LOADING ( psf) I SPACING 2-0-0 CSI iDEFL in (loc) I/defl Ud PLATES GRIP TCLL 20,0 Plates Increase 1,25 TC 0.85 Vert(LL) 0.39 11-12 >805 240 + MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0,83 Vert(TL) -0.72 11-12 >442 180 BCLL 0.0 Rep Stress Incr NO WB 0,99 i Horz(TL) 0.05 8 n/a n/a BCDL 10,0 Code FBC2010/TP12007 (Matrix-M) Weight: 154 lb FT = 20°l0 LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc purlins. T1: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-9 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 5-14, 6-13 B3: 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS ( lb/size) 2=-185/0-8-0 (min. 0-1-8), 15=1811/0-8-0 (min. 0-2-2), 8=1086/0-8-0 (min. 0-1-8) Max Horz2=-106(LC 6) Max Uplift2=-316(LC 18), 15=-801(LC 8), 8=-539(LC 8) Max Grav2=63(LC 5), 15=1811(LC 1), 8=1086(LC 1) FORCES ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-577/1423, 34=-772/382, 4-5=-743/401, 5-6=-1967/929, 6-22=-1881/834, 7- 22=-1881/834, 7-8=-2299/903 BOT CHORD 2-15=-1285/624, 14-15=-1235/597, 13-14=-756/1843, 11-12=-1710/4025, 11- 23=-1695/4037, 10-23=-1695/4037, 8-10=-1062/2747 WEBS 3-15=-1650/870, 3-14=-736/1965, 5-14=-1281/677, 5-13=-91/462, 12- 13=-756/1843, 6-12=-2204/964, 6-10=-2227/998, 7-10=-252/625 NOTES ( 11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave= 5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 3 checked for a plus or minus 3 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2- 0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0 " Qt= lb) 2=316, 15=801, 8=539. !••..! 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ! [ ICENS.....l..* E 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 139 lb down and 10 4" lb up at 30-3-14 on top chord, and 154 lb down and 89 lb up at 29-5-2, and 42 lb down and 18 lb up at 30-3-2 on botto w Nci. 42?Q4 chord. The design/selection of such connection device(s) is the responsibility of others. S JR8Ab9F 9,gA.SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). STATREt OF O 441IA `•l K4M,! William M. Ranieri, P€# 42704 Ply 1 S.F.R. Rehabilitation Dwg No 011 726980 'All Roof Special Girder American Builders Supply -- — — ------------- - - - Run: 7.500 s I 11) Seqn:AO01 6937, Date: 04/21/2014 LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1 .25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 14=-54, 4-6=-54, 6-7=-54, 7-9=-54, 13-16=-20, 12-19=-20 Concentrated Loads (lb) Vert: 7=6(B) 10=4(B) 23=-154(B) 3 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:08 2014 Page 2 ID: EMcaoww4xktMXQUbvBw5Zjy67WR-ymV8Y_GVmJYmJmYvMvbsYwl6qdTEUCg2PYTuFGzOX8L- LICENSEN)'Its No. 4270 STATE OF 404ORS 0 William M. Ranieri, PE""1"'V90E # 42704 Type 726980 B01 Hip Girder Dwg No 012 American Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:09 2014 Page 1 10:EMcaoww4xktMXQUbvBw5Ziy67WR-Qy3WmKH7Xcgdxw65vd6558qG21t?DjSCdCDRnizOX8K I-14-0 7-M 11-6-5 154-0 19-1-11 23_-8-0 __ 30--8--0, 32-0-0 4 o11-- -0-------- 4-6-5 —3.4-11 f-C 7-00 140_ 700 , 4,00 12' 3x4 == 2A 11 5X6 700 14 27 28 111 29 Iz 30 1 1 31 32 IV 400 2x4 11 3x8 = 7x10MT20H= 3x8 2A 11 010 7-0-0 3-9-11 30-M Scale = 1:52.9 LOADING (psf) i SPACING 2-0-0 CS1 DEFL in loc) I/defl L/d 1 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.95 Vert(LL) 0.72 12 >508 240 1 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -1.23 12 >300 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0,77 Horz(TL) 0.19 8 n/a n/a BCDL 1010 Code FBC2010ITP12007 Matrix-M) Weight: 162 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 2x6 SP 2400F 2,0E BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. WEBS 2x4 SP No,3 REACTIONS (lb/size) 2=2179/0-8-0 (min. 0-1-13),8=2196/0-8-0 (min. 0-1-13) Max Horz 2=55(LC 24) Max Uplift2=-1036(LC 8), 8=-1062(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6034/2680, 3-19=-7408/3386,19-20=-7408/3386, 4-20=-7408/3386, 4-21 =-7882/3605, 21-22=-7882/3605, 5-22=-7882/3605, 5-23=-7882/3605, 23-24=-7882/3605, 6-24=-7882/3605, 6-25=-7416/3409, 25-26=-741613409, 7-26=-741613409, 7-8=-6087/2760 BOT CHORD 2-14=-2425/5687, 14-27=-2431/5728, 27-28=-2431/5728, 13-28=-2431/5728, 13-29=-3227/7408, 12-29=-3227/7408, 12-30=-328017459, 11-30=-3280/7459, 11 -31 =-2507/5778, 31-32=-2507/5778, 10-32=-250715778, 8-1 0=-2501/5738 WEBS 3-14=-95/675, 3-13=-902/2015, 4-13=-755/513, 4-12=-272/598, 5-12=-385/342, 6-12=-197/525, 6-11 =-726/486, 7-11 =-833/1947, 7- 10=-95/674 NOTES ( 11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult= 140mph (3-second gust) Vasd= I 08mph; TCDL=4.2psf; BCDL=6.Opsf -1 h=30ft; B=45ft; L=40ft; eave= 5ft; Cat. 11; Exp C; Encl., GCpi=O. 18; MWFRS (directional); Lumber DOL=1 .60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by I . 2- 0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Aw at=lb) 2=1036, 8=106Z -* LICENSE * % 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. No. 42704 Continued on page 2 TATE OF R 40944* 0- i!goel William M. Ranieri, PE"IFERM4 42704 Job ;Truss !Truss Type 726980 B01 Hip Girder Dwg No 012 American Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:09 2014 Page 2 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-Qy3WmKH7Xcgdxw65vd6558qG21t?DjSCdCDRnizOX8K- NOTES (11-12) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 102 lb down and 142 lb up at 7-0-0, 102 lb down and 142 lb up at 9-0-12, 102 lb down and 142 lb up at 11-0-12, 102 lb down and 142 lb up at 13-0-12, 100 lb down and 142 lb up at 15-0-12, 100 lb down and 142 lb up at 15-7-4, 102 lb down and 142 lb up at 17-7-4, 102 lb down and 142 lb up at 19-7-4, and 102 lb down and 140 lb up at 21-7-4, and 169 lb down and 251 lb up at 23-8-0 on top chord, and 355 lb down and 119 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, 65 lb down at 15-0-12, 65 lb down at 15-7-4. 65 lb down at 17-7-4, 65 lb down at 19-7-4, and 64 lb down at 21-7-4, and 354 lb down and 120 lb up at 23-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Seqn:A001 6938, Date :04/21/2014 12) 726551 R LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 2-8=-20 Concentrated Loads (lb) Vert: 3=-87(F) 7=-123(F) 14=-355(F) 12=-87(F) 5=-1 75(F) 1 0=-354(F) 19=-87(F) 20=-87(F) 21 =-87(F) 24=-87(F) 25=-87(F) 26=-86(F) 27=-43(F) 28=- 43(F) 29=43(F) 30=-43(F) 31 =-43(F) 32=-42(F) mn LICENSE Ap 66 No. 42704 I j* STATE OF 0 F1 William M. Ranieri, PE-ITTIE # 42704 Dwg No 013 726980 1B02 iHip rican Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:09 2014 Page 1 ID:EMcaoww4xktMXQUbv6w5Zjy67WR-Qy3WmKH7Xcgdxw65vd6558gLg1 psDgnCdCDRnizQXBK 1 4-0 9-0-0 _15.4 -- --.. - 21-8-0 30-8-0 _--i_32-0-0. 1-4-0-------.. 9-0-0 - ---_----'-- 6-4.0 _ _ _ - 6-4-0 ; _ ... ---- 9 00-"_ _ t-4-Q' 3x6 = 10 2x4 11 2x4 :J 4x6 = 2x4 II Scale = 1:52.9 3x6 -- 9-0-0 6-4-0 6-4-0 9-0-0 Plate Offsets (X,Y [2.0-0 14,Edge] j3 0-5-4 0 2-01 [5 0 5-4 0 2 0],_[6 0-0-14,Edge]j9 0 4 0 Q-3 Oj LOADING (psf} SPACING 2-0-0 CSI DEFL in lac} I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) 0.35 9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0A9 8-9 >745 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 129 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP M 30 'Except" TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc T2: 2x4 SP No.2 purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1207/0-8-0 (min. 0-1-8), 6=1207/0-8-0 (min. 0-1-8) Max Horz 2=-69(LC 8) Max Uplift2=-596(LC 10), 6=-596(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2433/1490, 3-17=-2725/1753, 4-17=-2725/1753, 4-18=-2725/1753, 5-18=-2725/1753, 5-6=-2433/1490 BOT CHORD 2-10=-1504/2351, 9-10=-1192/2242, 8-9=-1192/2242, 6-8=-1504/2351 WEBS 3-10=0/303, 3-9=-336/673, 4-9=-377/365, 5-9=-336/673, 5-8=0/303 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=596, 6=596. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Segn:A0016939,Date:04/21/2014 M9) 726551 R* M. LOAD CASE(S) Standard ....• LICENSE No. 427Q4 ze. STATE OF Q R19;`' cr William M. Ranieri, PE-11ITT E # 42704 puss Type Qty Ply S.F.R. Rehabilitation Dwg No 014 726980 1 B03 !Hip American Builders Supply Run: 7.500 s Oct 23 2013 Print: 7,510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:10 2014 Page 1 ID: EMcaoww4xktMXQUbvBw5Zjy67WR-u8duzgHilwoUZ4hiTKdKdLNWjRC6ylaLssy?K8zoX8J- 24-0-1 30-8-0 4-4-1 44-0 44-0 44-1 6-7-15 14 U6 ---- IN 4A ---, 3A -- Us — 3A ---- 4x4 3x8 --- LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/clefi Ud TCLL 20.0 I Plates Increase 1.25 TC 0.63 Vert(LL) 0.32 10-12 999 240 TCDL 7.0 I Lumber Increase 1,25 BC 0.61 Vert(TL) 0.61 10-18 605 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2010ITP12007 Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No,2 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No,3 BOT CHORD REACTIONS (lb/size) 2=1207/0-8-0 (min. 0-1-8), 8=120710-8-0 (min. 0-1-8) Max Herz 2=-82(LC 8) Max Uplift2=-596(LC 10), 8=-596(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2597/1783, 3-4=-2220/1446, 4-19=-2083/1422, 5-19=-2083/1422, 5-20=-2083/1422, 6-20=-2083/1422, 6-7=-2220/1446, 7-8=-2597/1783 BOT CHORD 2-12=-1546/2415,11-12=-1266/2227, 10-11=-1266/2227, 8-10=-1546/2415 WEBS 3-12=-394/481, 4-12=-222/474, 5-12=-312/197, 5-1 0=-312/197, 6-1 0=-222/474, 7-1 0=-394/481 Scale = 1:52.9 17 3A — PLATES GRIP MT20 244/190 Weight: 138 lb FT = 20% Structural wood sheathing directly applied or 3-4-11 oc purlins. Rigid ceiling directly applied or 5-10-4 oc bracing. NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWIFIRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water pending. 4) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=596, 8=596. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Seqn:AO016940,Date:04/21/2014 10) 72655IR LOAD CASE(S) Standard LICENSE No.42704 STATE OF J 0 William M. Ranieri, F # 42704 726980 1 B04 I Hip Dwg No 015 Job rican Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:10 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-u8duzgHlIwoUZ4hiTKdKdLNULRBnyFmLssy?K8zOX8j 4 -0, 8-0-7 13-M 17-8-0 22-7-9 30-8-0 32-0 0, I,,,--- - i6:6,7 11 __8 4-11-9 8-0-7 1 14wij 4A = 11 3x4 5X6 = I A 5x6 = 3A - Scale = 1:52.9 4x4 : - Mateo sets _119,G7349-3701 - ------ --- --- ----- LOADING (psf) SPACING 2-0-0 CS1 DEFL in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.31 9-10 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0,48 9-10 >774 180 BCLL 0.0 Rep Stress Incr YES WB 044 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 138 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc, purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1207/0-8-0 (min. 0-1-8),7=1207/0-8-0 (min. 0-1-8) Max Horz2=95(LC 9) Max Uplift2=-596(LC 10), 7=-596(LC 10) FORCES (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2569/1626,3-4=-2553/1779.4-18=-1875/1308,18-19=-1875/1308, 5-19=-1875/1308, 5-6=-2554/1779, 6-7=-2569/1626 BOT CHORD 2-11=-137812375,10-11=-979/1833,9-10=-979/1833,7-9=-1378/2375 WEBS 3-11 =-345/443, 6-9=-345/443, 4-11 =-531/733, 5-9=-531/733 NOTES ( 8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave= 5ft; Cat. 11; Exp C; Encl,, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2- 0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt= lb) 2=596, 7=596. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Seqn:AOO 1694 1, Date:04/21/2014 AWANXV44111k.- 9) 726551 R M. LOAD CASE(S) Standard LICENSE!,. N0. 42704 STATE OF J- PaR46. William M. Ranieri, LFITE- # 42704 Truss Dwg No 016 726980 B05 I Hip i buiiaers z>uppiy Kun: (.t)uu s vet zj zulj Frint: t.oiu s Jan zu zU14 rvii i eK inausines, inc. coon Apr z-i i -i:u4:i 1 zu14 rage i 10:EMcaoww4xktMXQUbvBw5Zjy67WR-MLBGB0IN3EwLAEGU129ZAZwfdrWQha—V5WiYsbzOX8[- I - - 8-0-15-0-0 T _430-" 32-M 4 --------- - --- 14-- 14-0 7 6- 11-9 44 -, 8- 0-7 10 2x4 4DO 12_ 4x6 =- SX8 = 2x4 H LOADING ( psf) SPACING 2-0-0 1 CS1 DEFL in loc) I/defi Ud TCLL 20.0 Plates Increase 1.25 TC 0Y5 Vert(LL) 0.32 8-9 999 240 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) 0.49 8-9 756 180 BCLL 0.0 Rep Stress Incr YES WB 0,96 Horz(TL) 0.14 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS ( lb/size) 2=1207/0-8-0 (min. 0-1-8),6=1207/0-8-0 (min. 0-1-8) Max Horz2=-110(LC 8) Max Uplift2=- 596(LC 10), 6=-596(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2596/1697, 3-4=-1812/1255, 4-5=-1812/1255, 5-6=-2597/1697 BOT CHORD 2-10=-1451/2405, 9-10=-1453/2401, 8-9=-1453/2401, 6-8=-1451/2405 WEBS 3- 1 OmO/282, 3-9=-829/635, 5-9=-829/635, 5-8=0/282, 4-9=-370/720 Scale = 1: 53,8 c? 0 04 :---: PLATES GRIP MT20 2441190 Weight: 135 lb FT = 20% Structural wood sheathing directly applied or 3-1-10 oc purlins. Rigid ceiling directly applied or 4-10-2 oc bracing. NOTES (7- 8) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft: Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=11,60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0- 0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ot=lb) 2=596, 6=596. 6) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn: AO016942,Date:04/21/2014 8) 726551 R LOAD CASE( S) Standard per'! Me LICENSE No. 42704 IF STATE 411 F1 Olt604a *&,Poo William M. Ranieri, PE—FETM # 42704 Job Truss Truss Type City I Ply S.F.R. Rehabilitation Dwg No 017 726980 1 B06 i Common American Builders Supply Run: 7,500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:11 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-MLBGBOIN3EwLAEGUI29ZAZwfbrWRhZmV5WiYsbzoX81 8-0-9 15-4-0 22-7-7 --- ----- -------------- 30-8-0 1-4-0 8-0-9 1A-0 4,00 112 4x4 -,-- 4x6 --- 5x8 - 20 1 LOADING (psf) SPACING 2-0-0 1 CSI DEFIL in loc) I/clefi Ud TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.32 9-10 999 240 TCDL 7.0 Lumber Increase 25 BC 0.73 Vert(TL) 0,49 8-9 757 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.14 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No,2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 2=1207/0-8-0 (min. 0-1-8),6=1207/0-8-0 (min. 0-1-8) Max Horz 2=-1 11 (LC 8) Max Uplift2=-596(LC 10), 6=-596(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2596/1698, 3-4=-1798/1246, 4-5=-1798/1246, 5-6=-2596/1698 BOT CHORD 2-10=-1451/2404, 9-10=-1453/2401, 8-9=-1453/2401, 6-8=-1451/2404 WEBS 4-9=-381/734, 5-9=-843/649, 5-8=0/282, 3-9=-843/649, 3-1 0=0/282 Scale = 1:52.1 4A -- PLATES GRIP MT20 244/190 Weight: 135 lb FT = 20% Structural wood sheathing directly applied or 3-1-10 oc purlins. Rigid ceiling directly applied or 4-10-2 oc bracing, NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4,2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=lb) 2=596, 6=596. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn:AOO 16943, Date: 04/21/2014 8) 726551 R LOAD CASE(S) Standard LICENSE N0.42704 'I j. E OF we A ti R William M. Ranieri, PE""PENVE4 42704 Qty 'Ply j S.F.R. Rehabilitation Dwg No 018 726980 i B07 ;Common rican Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:11 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-MLBGBOIN3EwLAEGU1 29ZAzwrVrWRhZeV5VViYsbz0X8I` 1-4-0 15-4-0 22-7-7 30-8-0 14 6 7-3-7 4,00 ( 1-2 4x6 7- Scale = 1:51,2 4A - 2A I i 5X8 = 2x4 11 44 , 7-7 3"-o 7-3-7 7-W 451ateoft-s-e-i's- Q, ---- - --------- ---- - ------- --------- -- LOADING (psf) SPACING 2-0-0 CS1 DEFIL in loc) I/clefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.33 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0,49 8-9 >755 180 BCLL 0.0 Rep Stress Incr YES W13 0.98 Horz(TL) 0.14 6 n/a n/a BCDL 10.0 # Code FBC2010/TPI2007 (Matrix-M) Weight: 133 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1207/0-8-0 (min. 0-1-8), 6=1134/2-8-0 (min,0-1-8) Max Horz 2= 1 13(LC 9) Max Uplift2=-597(LC 10), 6=-502(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2598/1701, 3-4=-1800/1249, 4-5=-1801/1249, 5-6=-2605/1709 BOT CHORD 2-9=-1503/2407, 8-9=-1505/2404, 7-8=-1514/2410, 6-7=-1512/2413 WEBS 4-8=-383/735, 5-8=-850/658, 5-7=0/284, 3-8=-843/649, 3-9=0/282 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl,, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=597, 6=502. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn:AOO 16944, Date: 04/21/2014 8) 726551 R LOAD CASE(S) Standard M. LICENSEre-:, % No.42704 I TATE OF William M. Ranieri, P # 411704 Truss 726980 1 BOB ICOMMON Dwq No 019 Job Reference rican Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:12 2014 Page 1 ID:EMcaoww4xktMXQUbvBw57jy67WR-qXleOMJ?qX2CoNrgblgojmSnqFqGQ1CeJ9R501zOX8H 15-4-0________ 22-7-7 28-4-0, 30-8-91--11 -1 1-4-0 6 6 9 7-3-7 7-3-7 5-8......... 9 . . ..... . ... .. 4 , ___ 4:4-b 4x6 4,001,12 Scale = 1:51,2 4x4 - 2A H 5X8 - 2A II 2x4 11 3A -- P.1*&M LOADING (psf) SPACING 2 0 CS1 DEFIL in loc) I/defl L/d TCLL 20.0 Plates Increase 0 5 TC 0.91 Vert(LL) 046 9-10 734 240 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) 0.64 9-10 528 180 BCLL 0.0 Rep Stress Incr YES WEI 0.96 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1158/0-8-0 (min. 0-1-8),8=1183/0-8-0 (min. 0-1-8) Max Horz 2= 1 13(LC 9) Max Uplift2=-575(LC 10), 8=-524(LC 10) PLATES GRIP MT20 244/190 Weight: 133 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-2-8 oc bracing. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2436/1582, 3-4=-1657/1142,4-5=-1650/1137, 5-6=-2054/1329, 6-7=-1878/1732 BOT CHORD 2-11=-1390/2253, 10-11=-1392/2250,9-10=-1127/1882, 8-9=-1123/1882, 7-8=-2099/1882 WEBS 4-10=-294/625, 5-10=-486/352, 3-10=-833/635, 3-11=0/274, 6-8=-639/609 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=lb) 2=575, 8=524. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn:AO016945,Date:04/21/2014 LOAD CASE(S) Standard LICENSE % No.42704 STATE OF n .Q4VNAR!je William M. Ranieri, # 42704 Job Dwg No 020 726980 B09 (Common 1 ----- — ------ -_-- - _ _j Job Referer qq ......... American Builders Supply s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc, Mon Apr 21 11:04:12 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67 WR-qXleOMJ?qX2CoNrgbigojm$qFF$gQ0uej9R501zOX8H- 8-0-9 154-0 22-7-7 30-8-0 14 -0 8-0-9 -7--3--7, , __ - 4_7____ ---- 6-0-9 Scale = 1:51.2 46 4,00 12 4x4 - 2x4 :I 5X8 = 20 11 4x4 _-- Plate Offs --- e`tS-_f_X_,Y-) .,[3-.0-3-0,0-3-4],[5:0-3-0,0-3-41,_Lq:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0,76 Vert(LL) 0.33 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.49 8-9 >755 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.14 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 133 lb FT = 20% I_, - ------ - --------- LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-0 oc bracing, WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1207/0-8-0 (min. 0-1-8), 6=1 134/2-8-0 (min. 0-1-8) Max Horz 2= 1 13(LC 9) Max Uplift2=-597(LC 10), 6=-502(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2598/1701, 3-4=-1800/1249, 4-5=-1801/1249, 5-6=-2605/1709 BOT CHORD 2-9=-1503/2407, 8-9=-1505/2404, 7-8=-1514/2410, 6-7=-1512/2413 WEBS 4-8=-383/735, 5-8=-850/658, 5-7=0/284, 3-8=-8431649, 3-9=0/282 NOTES (7) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult= 1 40mph (3-second gust) Vasd= 1 08mph; TCDL=4.2psf; BCDL=6,Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl,, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=lb) 2=597, 6=502. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn:AO016946,Date:04/21/2014 LOAD CASE($) Standard LICE E No.42704 STATE OFo J AR 109"04. z William M. Ranieri, # 42704 Truss Truss Type I Qty Ply 1 S.F.R. Rehabilitation Dwg No 021 726980 B10 . Common 3 Arne ric-an Builders Supply Run: 7.510 s Jan 20 2014 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:13 2014 Page 1 ID:FMcaoww4xktMXQUbvBw5Zjy67WR-lilOciKearA3QXQt8TB 1 F_?zne8I9TLoYpBfWTz0X8G 8-0-9 22-7-7 30-8-0 .. ... . . ....... . 1-4-07-3-7 7-3-7 8-0-9 Scale = 1:51.3 4DO'12 4x6 :- 4 V 0 1 2x4SX8 4 2x4 11 3 4x4 5X8 8-0-9 7-3-7 7-3-7 7-0-9 1.0-0 0,0-3-4], [5:0-3-0,0-3-01, ----- - - - ------- -- LOADING (psf) SPACING 2-0-0 CSI DEFIL in loc) I/clefl Ud PLATES GRIP TCLL 20.0 I Plates Increase 1.25 Tic 0184 Vert(LL) 0.34 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 I BC 0.96 Vert(TL) -0.52 7-8 >710 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0,13 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 134 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS (lb/size) 2=1185/0-8-0 (min. 0-1-8),6=1156/0-4-0 (min. 0-1-8) Max Horz 2= 1 13(LC 9) Max UpIift2=-588(LC 10), 6=-512(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2527/1657, 3-4=-1736/1208, 4-5=-1732/1206, 5-6=-2350/1565 BOT CHORD 2-9=-1461/2339,8-9=-146312336,7-8=-1365/2168,6-7=-1362/2170 WEBS 3-9=0/279, 3-8=-838/645, 4-8=-347/680, 5-8=-689/539 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=588, 6=512. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn:A0016947,Date:04/21/2014 LOAD CASE(S) Standard M. LICEN E % No.42704 .1 STATE OF ti' C 0 Fill), m 6 "4awie 6iii William M. Ranieri, P "I'"VE It 42704 Dwg No 022 726980 iB11 I Hip Job Reference i Builders Supply Run: 7,510 s Jan 20 2014 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc, Mon Apr 21 11:04:13 2014 Page 1 ID:EMraoww4xktMXQUbvBw5Zjy67WR-IjlOciKearA3QXQt8TBlF ?zke8l9UZoYpBfwTz0X8G1 15-0-0 15-8- 22-7-9, 30-8-6- 1-4-0 8-0-7 6-i 6-11-9 8-0-7 4.00 _12 U6 Scale = 1:53,0 0 t; 6 2x4 11 5X8 4A 2x4i 3X6 5X8 11 30-8-0 M4 7-3.9 22-7-9 - - - — ------- ------- ---- - — ------- ---- *4_q 7-3,9 6 8-7 Plats OfftS - — ---- ----- e,_[6:0-0-4,Edg_qL[8:0-4-0,0-3-0l__ LOADING (psf) SPACING 2-0-0 CSI DEFIL in loc) I/defl LJd PLATES GRIP TCLL 20,0 Plates Increase 1.25 TC 0.84 Vert(LL) 0,34 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.52 7-8 >709 180 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 134 lb FT 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS (lb/size) 2=1185/0-8-0 (min. 0-1-8),6=1156/0-4-0 (min. 0-1-8) Max Horz 2= 1 12(LC 9) Max Uplift2=-588(LC 10), 6=-51 1 (LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2527/1656, 3-4=-1749/1217, 4-5=-1745/1214, 5-6=-2351/1564 BOT CHORD 2-9=-1461/2339, 8-9=-1463/2336, 7-8=-1364/2168, 6-7=-1361/2170 WEBS 3-9=0/279, 3-8=-824/631, 5-8=-676/526, 4-8=-336/667 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult= 140mph (3-second gust) Vasd= 1 08mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl,, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=lb) 2=588, 6=51 1. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn:AO016948,Date:04/21/2014 LOAD CASE(S) Standard Ll ENSE'% No. 2704 STATE OF William M. Ranieri, PE""FEVE4 42704 Job 1 Truss Truss Type Oty ! Ply I S.F.R. Rehabilitation Dwg No 023 726980 I B12 I Half Hip American Builders Supply Run: 7.510 s Jan 20 2014 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:14 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Ziy67WR-mwsPp2KGL9Jw1 h?3iAiGoBY9W2WXu0?xnTwCTwzOXBF 1-4-Q __.__--....___-_..___ 807 13-0-0 21-2-14 29-4-0 .30-8-0 1-4-0 8-0.7 4.1 LS 8-2-14 8-1-2 1-4-0 48 - - 2x4 Scale = 1:52.5 54 -- 2x4 11 4x4 =_= 20 11 30 -= 3x6 --- 4x8 -=- 34 11 2x4 11 30-8-0 13-0d0_ 21-2-14 8-0-7 -- — — — .{-.. --- 411-8 - --i ---- &2-14 29-4-08-1-2 0 Plate offsets Qx Y) _J O-5-4ao 01 0=2=o a 3 4j LOADING (psf) SPACING 2-0-0 CSI DEFL in lac) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.25 12-13 >999 240 1 MT20 244/190 TGDL 7.0 Lumber Increase 1.25 BC 0.77 iVert(TL) -0.40 10-12 >889 180 BCLL 0.0 * Rep Stress Incr YES WB 0.62 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 ( (Matrix-M) L----- .--------------------- —L _ _ Weight: 157 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-7-11 oc bracing. WEBS 1 Row at midpt 4-10, 6-10 REACTIONS (lb/size) 2=1173/0-8-0 (min. 0-1-8), 9=1158/0-4-0 (min. 0-1-8) Max Horz 2=266(LC 10) Max Uplift2=-565(LC 10), 9=-529(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2456/1468, 3-4=-1901/1181, 4-17=-1525/970, 17-18=-1525/970, 5-18=-1525/970, 5-19=-1525/970, 6-19=-1525/970 BOT CHORD 2-13=-1579/2268, 12-13=-1579/2268, 11-12=-1170/1773, 10-11=-1170/1773 WEBS 3-12=-575/468, 4-12=-144/453, 4-10=-282/227, 5-10=-488/500, 6-10=-1028/1627, 6-9=-1092/857 NOTES (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=565, 9=529. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Segn:A0016949,Date:04/21/2014 LOAD CASES) Standard r• .•'LIGEN01i No.427Q4 STATE OF ft 46 aallyy ! William M. Ranieri, PIE'"TE"tiE # 42704 russ Dwg No 024 726980 ;B13 1 Half Hip American Builders Supply Run: 7.510 s Jan 20 2014 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:14 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Ziy67WR-mwsPp2KGL9Jw1h?3iAiGoBYC12ZRu1exnTwcTwzOX8F" 6-7-15 11-0-0 23-0-9 29-4-0 1-4-0 --- ------ _6417-- -f-4--O0:1 , - - - 5-7-5 4x6 U4 -- 4 17 1A 11 5X6 - Scale = 1:52.5 2x4 i; 2x4 Iq 7 8 III IV 3x6 = 3X8 3x6 3x4 -= 5x6 = 2x4 I I 30-8-0 11,0_0 - -- - ---------- ---------- 24V11-0-0 9,2-14 91-2 1-4-0. LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl L/d TCLL 20,0 Plates Increase 1 25 TC O.60 Vert(LL) 0.24 11-13 999 240 TCDL TO Lumber Increase 1.25 BC 0.58 Vert(TL) 0.55 13-16 635 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS (lb/size) 2=1 172/0-8-0 (min. 0-1-8), 10=1 159/0-4-0 (min. 0-1-8) Max Horz2=230(LC 10) Max Uplift2=-566(LC 10), 10=-529(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2497/1626, 3-4=-2128/1298, 4-17=-199511280, 17-18=-1995/1280, 5-18=-1995/1280, 5-6=-1816/1098 BOT CHORD 2-13=-1701/2321, 12-13=-1341/2050, 11-12=-1341/2050, 10-11 =-938/1445 WEBS 3-13=- 376/470, 4-13=- 113/421, 5-11 =-388/402, 6-11 =-268/62 1, 6-10=-1635/ 1075, 7-10=-232/329 PLATES GRIP MT20 244/190 Weight: 151 lb FT = 20% Structural wood sheathing directly applied or 3-4-7 oc purlins, except end verticals. Rigid ceiling directly applied or 5-7-2 oc bracing. I Row at midpt 6-10 NOTES (8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plate(s) at joint(s) 12 checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2= 566, 10=529. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Seqn:AOO 16950, Date: 04/21/2014 LOAD CASE(S) Standard 46. 1 LICENSE No.42704 STATE 0F J* William M. Ranieri, 42704 I 0=0 726980 1314 Half Hip Dwg No 025 61 ci Job arican Builders Supply Run: 7.510 s Jan 20 2014 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:14 2014 Page 1 ID:EMcaoww4xktMXQUbvBw52jy67WR-mwsPp2KGL9Jw1 h?3AGoBYBw2W0uzHxnTWCTwz0X8F 14-04 0 22-7-3 . - 29-4-0 30 20, 8_ — 9-0-0 6-8-13 1-4-01-4-0 4x8 -: 3x4 --- 5x6 Scale = 1:52,5 2A 2x4 3A - 2A 11 3x6 = 3A -- 3A = 2A 11 3x4 = 30-8-0 22-7-3 2974_AD 9-0-0 "-13 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1,25 TC 0.68 Vert(LL) 0,31 11 999 240 TCDL 7.0 Lumber Increase 1.25 BC 0.78 Vert(TL) 0.45 11-13 787 180 BCLL 0.0 Rep Stress Incr YES W13 0.79 Horz(TL) 0.13 9 n/a n1a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS (lb/size) 2=1177/0-8-0 (min. 0-1-8),9=1154/0-4-0 (min. 0-1-8) Max Horz 2= 1 95(LC 10) Max Uplift2=-577(LC 10), 9=-517(LC 10) FORCES (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2350/1485, 3-17=-2584/1597, 17-18=-2584/1597, 4-18=-2584/1597, 4-5=-1881/1144 BOT CHORD 2-13=-1637/2288, 12-13=-1361/2163, 11-12=-1361/2163, 10-11=-1597/2584, 9-10=-1142/1871 WEBS 3-13=01309, 3-11 =-298/460, 4-1 0=-771/497, 5-1 0=-1 25/510, 5-9=-2017/123 1, 6-9=-268/315 PLATES GRIP MT20 244/190 Weight: 146 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 4-7-14 oc bracing. 1 Row at midpt 5-9 NOTES (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=577, 9=517. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn:A0016951,Date:04/21/2014 LOAD CASE(S) Standard e, r lIII. J " 2v-- LICENSE No. 42704 STATE OF R Fe"69. William M. Ranieri, 42704 Truss Dwg No 026 726980 B15 I Half Hip Girder mcan buiiaers z>uppiy I I:U4:1 0 ZU1 4Nun: t oi v s jan zu zv,m tnnu: t.iv s jan zu zU]4 mi i eK inausunes, inc. rvion Apr zi rage i ID:EMcaoww4xktMXQUbvBw5z}y67WR-F6QnONLu6SRnfraFGuDVKP41CSuEd09407gm?MzOX8E*, 7- 0-0 - ------ ............ . .. .... 4-- __ - - _ - - ------------------- _+30-8-0 1- 4-0 7-0-0 5-8-5 5-6-9 5-6-9 5-6-9 14--b— 600MT201- 1 -, 4, 00 112 U4 :- 2x4 it U6 3x8 = 2x4 11 4x 10 = 6x 12 MT20H WS ---- 3x8 U8 -- 4x10 -- Scale = 1:52,5 400 = 2A !I 34 11 2M 11 30-" 0 7. 0.0 5-8-5 j ---------- - ---- ---------- 16_9 23. 9-7 29-4-0 J --5-6-9 1- 0-0 Plate Offsets Y._ [2 0-0-2 [8:0-3-8,0-2-01, [12:0-3-8,0-2-0], 0-1-Sj- LOADING ( psf) SPACING 2-0-0 CS1 DEFL in loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.58 13-15 >612 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 068 Vert(TL) -0.99 13-15 >357 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0:95 Horz(TL) 0.17 11 n/a n/a BCDL 10.0 Code FBC2010/1 P12007 Matrix-M} Weight: 148 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins, T1: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-12 W2: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS ( lb/size) 2=1986/0-8-0 (min. 0-1-10), 1 1=2389/0-4-0 (min. 0-2-0) Max Horz2=159(LC 8) Max Uplift2=-951 (LC 8), 11 =- 1 088(LC 8) FORCES ( lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4972/2196, 3-20=-6309/2888, 20-21 =-6309/2888, 4-21 =-6309/2888, 4- 22=-6309/2888, 22-23=-6309/2888, 23-24=-6309/2888, 24-25=-6309/2888, 25- 26=-6309/2888, 5-26=-6309/2888, 5-6=-5969/2722, 6-27=-5969/2722, 27- 28=-5969/2722, 7-28=-5969/2722, 7-29=-3868/1763, 29-30=-3868/1763, 30- 31 =-3868/1763, 8-31 =-3868/1763 BOT CHORD 2-16=-2123/4654, 16-32=-2123/4682, 32-33=-2123/4682, 15-33=-2123/4682, 15- 34=-2722/5969, 14-34=-2722/5969, 14-35=-2722/5969, 13-35=-2722/5969, 13- 36=-1 763/3868, 36-37=-1 763/3868, 37-38=-1 763/3868, 12-38=-1 763/3868 WEBS 3-16=-1/562, 3-15=-859/1763, 4-15=-583/511, 5-15=-193/370,5-13=-672/532, 7- 13=-1043/2285,7-12=-14341884,8-12=-1908/4188, 8-11=-213911178 NOTES ( 10) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave= 5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 0ORMIX"AN&I 3) All plates are MT20 plates unless otherwise indicated. 01% I4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2- 0-0 wide will fit between the bottom chord and any other members. % 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) exce LICENSC Ot= lb) 2=951, 11 = 1088. No.42704 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 STATE F 4. 740 William M. Ranieri, . E'VENt— # 42704 Dwg No 026 726980 '615 Half Hip Girder Job Reference— _(optional) American Builders Supply Run: 7.510 s Jan 20 2014 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11 ID: EMcaoww4xktMXQUbvBw5Ziy67WR-F6QnONLu6SRnfraFGuDVKP41CSuEdO9407gm?MzOX8E NOTES (10) 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 102 lb down and 140 lb up at 7-0-0, 102 lb down and 140 lb up at 9-0-12, 102 lb down and 140 lb up at 11-0-12, 102 lb down and 140 lb up at 13-0-12, 99 lb down and 140 lb up at 15-0-12, 102 lb down and 140 lb up at 17-0-12, 102 lb down and 140 lb up at 19-0-12, 102 lb down and 140 lb up at 21-0-12, 102 lb down and 140 lb up at 23-0-12, 102 lb down and 140 lb up at 25-0-12, 102 lb down and 140 lb up at 27-0-12, and 103 lb down and 142 lb up at 29-0-12, and 141 lb down and 126 lb up at 30-6-4 on top chord, and 345 lb down and 128 lb up at 7-0-0, 64 lb down at 9-0-12, 64 lb down at 11-0-12, 64 lb down at 13-0-12, 64 lb down at 15-0-12, 64 lb down at 17-0-12, 64 lb down at 19-0-12, 64 lb down at 21-0-12, 64 lb down at 23-0-12, 64 lb down at 25-0-12, 64 lb down at 27-0-12, and 66 lb down at 29-0-12, and 105 lb down at 30-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Seqn:A0016952, Date: 04/21/2014 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase= 1 .25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 10-17=-20 Concentrated Loads (lb) Vert: 3=-86(B) 6=-86(B) 9=-141(B) 10=-63(B) 14=-42(B) 16=-345(B) 8=-88(B) 11 =-44(B) 20=-86(B) 21 =-86(B) 22=-86(B) 24=-86(B) 26=-86(B) 27=-86(B) 28=-86(B) 29=-86(B) 30=-86(B) 32=-42(B) 33=-42(B) 34=-42(B) 35=-42(B) 36=-42(B) 37=-42(B) 38=-42(B) 39=-42(B) 40=-42(B) 1..•' d. No.42704 STATE OF ILN-4 0 F1 William M. Ranieri, PF"PEOM # 42704 Job Dwg No 027 726980 IC01 Hip Girder American Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:16 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-il_9EjMWtmZdH?gRqbkktodX-,sESM08EEnPJXozOX8D" 1A_0 1 "_08-4-0 -15-4-0__ 7 -0-0 1-4-0 1-4-0 U4 - 4A -- 4A =_ 2x4 11 2x4 11 LOADING (psf) SPACING 2-0-0 CS11 DEFIL in loc) Well Ud TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.11 7 999 240 TCDL TO Lumber Increase 1,25 BC 0.68 Vert(TL) 0.23 7-14 817 180 BCLL O.O Rep Stress Incr NO WB 0.19 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1095/0-8-0 (min. 0-1-8),5=1099/0-8-0 (min. 0-1-8) Max Horz 2=-55(LC 23) Max Uplift2=-550(LC 8), 5=-556(LC 8) FORCES (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2300/1010, 3-4=-2152/1004, 4-5=-2302/1013 BOT CHORD 2-8=-840/2125, 7-8=-845/2152, 5-7=-842/2127 WEBS 3-8=-1191512, 4-7=-47/484 Scale = 1:28.6 U4 PLATES GRIP MT20 244/190 Weight: 57 lb FT = 20% Structural wood sheathing directly applied or 3-3-6 oc purlins. Rigid ceiling directly applied or 6-4-5 oc bracing. NOTES ( 10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave= 5ft; Cat. 11; Exp C; Encl., GCpi=0,18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 .60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2- 0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at= lb) 2=550, 5=556. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 102 lb down and 140 lb up at 7-0-0, and 174 lb down and 249 lb up at 8-4-0 on top chord, and 354 lb down and 120 lb up at 7-0-0, and 354 lb down and 120 lb up at 8-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Seqn:AOO 16953, Date: 04/21/2014 11) 726551 R LOAD CASE(S) Standard Continued on page 2 4 LICENSE % N.- , t PIr . _.. No. 42704 STATE OF cc 4000648- William M. Ranieri, PE-11IFERVE # 42704 Job Truss Truss Type 726980 C01 Hip Girder Dwg No 027 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase= 125 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 9-12=-20 Concentrated Loads (lb) Vert: 3=-86(B) 4=-123(B) 8=-354(B) 7=-354(B) int: 7.510 s Jan 20 2014 MiTek Industries, Inc, Mon Apr 21 11:04:16 2014 Page 2 ID: EMcaoww4xktMXQUbvBw5Zjy67WR-jl-9EjMWtmZdH?9RqbkktcdX_sESM08EEnPJXozOX8D IN000tN' LICENS*E No.42704 STATE OF IRR William M. Ranieri, PE""PEOM # 42704 imr- Dwg No 028 726980 iCO2 American- Builders Supply - i- U4 = COMMON Job Reference Run: 7.500 s Oct 23 2013 Print: 7,510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:16 2014 Page 1 ID:EMr,aoww4xktMXQUbvBw5Zjy67WR-jI — *' 9EjMWtmZdH?9RqbkktcdYqsHWM2PEEnPJXozOXBD 15-4-0 1 16-8-0 4x6 - 2A 11 LOADING (psf) i SPACING 2-0-0 CS] DEFIL in loc) Ildefi Ud TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.08 6-9 999 240 TCDL 7,0 Lumber Increase 1,25 BC 0.48 Vert(TL) 0.14 6-9 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.02 4 n/a n/a BCDL 10,0 Code FBC2010ITP12007 Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No1 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=639/0-8-0 (min. 0-1-8),4=639/0-8-0 (min, 0-1-8) Max Horz 2=-60(LC 8) Max Uplift2=-345(LC 10), 4=-345(LC 10) Scale = 1:281 3A PLATES GRIP MT20 2441190 Weight: 55 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purfins. BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. FORCES (lb) - Max, Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOR CHORD 2-3=-1132/717,3-4=-1132/717 BOT CHORD 2-6=-806/1258, 4-6=-806/1258 WEBS 3-6=0/298 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=lb) 2=345, 4=345. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn:A0016954,Date:04/21/2014 8) 726551 R LOAD CASE(S) Standard 641. 1oitoLICENSE No.42704 STATE OF J* NO Vo, William M. Ranieri, M# 42704 Job 726980 1CO3 Dwg No 029 Common Girder American Builders Supply 1 J'Job Reference - _(qptiqnal) . IRu_n:_7,5_0_0_ s- Oc_t23 2-0-1-3-Print-7-.5-10 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 2lll:04:172014 Pagel ID EMcaoww4xktMXQUbvBw5Zjy67WR-BVYXR3N8e4hUu9keNlFzQqAflGZ_5MRNTR9s3EzOX8C 15-4-0 4x6 - Scale: 1/2"= V 400 --- WO 1400 LOADING ( psf) SPACING 2-0-0 CS1 DEFL in loc) Ildefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.24 4-8 760 240 TCDL 7.0 Lumber Increase 1.25 BC 0,72 Vert(TL) 0Al 4-8 444 180 BCLL 0.0 Rep Stress Incr NO WB 0,70 Horz(TL) 0,06 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) LUMBER BRACING TOP CHORD 2x4 SIP M 30 TOP CHORD BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 BOT CHORD REACTIONS ( lb/size) 1 = 1650/0-8-0 (min. 0-1-8), 3= 1793/0-8-0 (min. 0-1-8) Max Herz 1 =-51 (LC 23) Max Upliftl =-746(LC 8), 3=-81 1 (LC 8) FORCES ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3604/1637,2-3=-3601/1635 BOT CHORD 1-9=-1468/3387, 9-10=-1468/3387, 10-1 1=-1468/3387, 4-11 =-1468/3387, 4- 12=-1468/3387, 12-13=-1468/3387, 13-14=-1468/3387, 3-14=-1468/3387 WEBS 2-4=-725/1843 PLATES GRIP MT20 244/190 Weight: 63 lb FT = 20% Structural wood sheathing directly applied or 2-11-6 oc purlins. Rigid ceiling directly applied or 7-11-13 oc bracing. NOTES ( 9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6,Opsf; h=30ft; B=45ft; L=40ft; eave= 5ft; Cat. 11; Exp C; Encl., GCpi=0,18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2- 0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot= lb) 1 =746, 3=81 1. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 140 lb up at 1-8-12, 289 lb down and 140 lb up at 3-8-12, 289 lb down and 140 lb up at 5-8-12, 289 lb down and 140 lb up at 7- 8-12, 289 lb down and 140 lb up at 9-8-12, 289 lb down and 140 lb up at 10-3-4, and 289 lb down and 140 lb up at 12- 3-4, and 289 lb down and 140 lb up at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) Seqn:A0016955,Date:04/21/2014 10) 726551R —4 LOAD CASE(S) Standard Continued on page 2 LICENSE No. 42704 STATE F OR William M. Ranieri, 42704 Job Dwg No 029 726980 CO3 Common Girder Job Reference- (optional) encan Builders Supply Run: 7.500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:17 2014 Page 2 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-BVYXR3N8e4hUu9keNlFzQqAflGZ_5MRNTR9s3EzOX8C' LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-3=-54, 1-3=-20 Concentrated Loads (lb) Vert: 4=-289(B) 8=-289(B) 9=-289(B) 10=-289(B) 1 1=-289(B) 12=-289(B) 13=-289(B) 14=-289(B) e A 0641V -.. LICENSE Aw No.42704 STATE OF 4 0 Fill). vows** William M. Ranieri, PE-TERVE # 42704 Job Tru,, 726980 HJ4 American - Builders Supply Diagonal Hip Girder Job Reference Dwg No 030 Run: 7.500 s Oct 23 2013 Print: 7,510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:17 2014 Page 1 ID:EMcaoww4xktMXQUbvBw54y67'WR-BVYXR3N8e4hUu9keNtFzQqAo2Gjy5WPNTR9$3EzOX8C 3x4 -- LOADING (psf) SPACING 2-0-0 CS1 1 DEFL in loc) Well Ud TCLL 20,0 i Plates Increase 1.25 TC 0.24 Vert(LL) 0,01 4-7 999 240 TCDL 7.0 Lumber Increase 1.25 BC 0.08 j Vert(TL) 0.01 4-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrixm) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Scale = 1:9.9 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=31 /Mechanical, 2=16810-10-15 (min. 0-1-8), 4=6/Mechanical Max Horz2=75(LC 24) Max Uplift3=-22(LC 8), 2=- 1 64(LC 8) Max Grav3=46(LC 17), 2=208(LC 17), 4=37(LC 24) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-346/167 BOT CHORD 2-9=-166/338 NOTES (11) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6,Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1,60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb) 2= 164, 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 50 lb up at 1-6-1, and 61 lb down and 50 lb up at 1-6-1 on top chord, and 16 lb down and 32 lb up at 1-6-1, and 16 lb down and 32 lb up at 1-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Seqn:AO01 6956, Date: 04/21/2014 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 LICENSE -M' No. 42704 j STATE OF i k, 411A see. William M. Ranieri, PE—PETM-# 42704 City 1 Ply Dwg No 030 726980 1 HJ4 „Diagonal Hip Girder American builders Supply Run 7.500 s LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=101(F=50, 6=50) 9=35(F=18, b=18) Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Man Apr 21 11:04:17 2014 Page 2 10:EMcaoww4xktMXQUbvBw5Zjy67W R-BW XR3N8e4hUu9keNl FzQgAo2Gjy5WPNTR9s3EzQX8C" rr4vs- - LICENSE No.42704 STATE 0 s William M. Ranieri, PE'"T"C = # 42704 726980 Truss Truss Type Qty Ply j S.F.R. Rehabilitation Dwg No 031 HJ7 Diagonal Hip Girder 16 1 Job Reference _(optional .. ......... .. ders Supply n: 7.500 sbct -2-3-2-0-13 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:18 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-fh6vfPOmPNpLWllqxOnCyliwzfxzqxsXi5uQchzOX8B 1 - 10- 10 6-2-12 9-10-1 6-2-12 3-7-5 3X6 :,: LOADING (psf) SPACING 2-0-0 CS1 DEFIL in loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0,42 Vert(LL) 0.22 6-9 544 240 TCDL 7.0 Lumber Increase 1,25 BC 0,61 Vert(TL) 0,57 6-9 207 180 BCLL 0.0 Rep Stress Incr NO WB 018 Horz(TL) 0.01 5 n/a n/a BCDL 10,0 Code FBC2010ITP12007 Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No,3 BOT CHORD REACTIONS (lb/size) 4=90/Mechanical, 2=432/0-10-15 (min. 0-1-8), 5=332/Mechanical Max Horz 2= 1 57(LC 8) Max Uplift4=-93(LC 8), 2=-232(LC 8), 5=- 1 12(LC 8) Max Grav4=90(LC 1), 2=463(LC 17), 5=332(LC 1) FORCES (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1087/342, 10-11=-616/364, 3-11=-567/372 BOT CHORD 2-13=-433/1237, 13-14=-433/583, 14-15=-433/583, 6-15=-433/583 WEBS 3-6=-628/466 Scale = 1:20.9 Weight: 38 lb FT = 20% Structural wood sheathing directly applied or 5-2-13 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (9-10) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 2=232, 5=1 12. 6) "Semi -rigid pitchbreaks, with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 50 lb up at 1-6-1, 61 lb down and 50 lb up at 1-6-1, 69 lb down and 60 lb up at 4-4-0, 69 lb down and 60 lb up at 4-4-0, and 84 lb down and 101 lb up at 7-1-15, and 84 lb down and 101 lb up at 7-1-15 on top chord, and 16 lb down and 32 lb up at 1-6-1, 16 lb down and 32 lb up at 1-6-1, 13 lb down and 6 lb up at 4-4-0, 13 lb down and 6 lb up at 4-4-0, and 34 lb down at 7-1-15, and 34 lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) Seqn:A0016957,Date:04/21/2014 10) 726551 R 69MAW01a ,Pdard L LICENSE No.42704 STATE POF 4r 0 RI I William M. Ranieri, P"'7!'MIE- # 42704 Ims Dwg No 031 726980 HJ7 i Diagonal Hip Girder American Builders 7.510 s Jan 20 2014 MiTek Industries, Inc, Mon Apr 21 11:04:18 2014 Page 2 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-fh6vfPOmPNpLWllqxOnCyliwzfxzqxsXi5uQchzQXBB LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1,25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=101(F=50, B=50) 11=-5(F=-2, B=-2) 12=-90(F=-45, B=-45) 13=35(F=18, B=18) 14=-18(F=-9, B=-9) 15=-52(F=-26, B=-26) LICENSE No. 4270 STATE William M. Ranieri, FINEOVE # 42704 S.F.R. Rehabilitation 726980 ; HJ7A I DIAGONAL HIP GIRDER Dwg No 032 American Builders Supply Run: 7,500 s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:18 2014 Page I ID:EMcaoww4xktMXQUbvBw5Zjy67WR-fh6vfPOmPNpLWllqxOnCyliycflbqyDXi5uQchzOX8B 6-0-13 9-10-1 1f-io-lo 5-3-15 A 3-9A Scale = 1:21,6 2x4 !I 60-13 1 3-9-4 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in loc) I/defl Ud PLATES GRIP TCLL 20.O Plates Increase 1.25 TC 0.32 i Vert(LL) 0.03 6-9 999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.25 Vert(TL) 0,03 6-9 999 180 BOLL 0.0 a Rep Stress Incr NO WB 0,09 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight; 34 lb FT = 20% i - --- I— __1 ----------- LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS All bearings Mechanical except Ot=length) 2=0-1 0-15, 6=0-1 1-5. lb) - Max Horz2=157(LC 24) Max Uplift All uplift 100 lb or less at joint(s) 4 except 2=-206(LC 8), 6=-322(LC 8) Max Grav All reactions 250 lb or less at joint(s) 4, 5 except 2=269(LC 17), 6=517(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-436/133 BOT CHORD 2-13=-163/389 WEBS 3-6=-352/310 NOTES (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=11,60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=206, 6=322. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 50 lb up at 1-6-1, 61 lb down and 50 lb up at 1-6-1, 69 lb down and 60 lb up at 4-4-0, 69 lb down and 60 lb up at 4-4-0, and 84 lb down and 101 lb up at 7-1-15, and 84 lb down and 101 lb up at 7-1-15 on top chord, and 50 lb down and 32 lb up at 1-6-1, 50 lb down and 32 lb up at 1-6-1, 47 lb down and 6 lb up at 4-4-0, 47 lb down and 6 lb up at 4-4-0, and 34 lb down at 7-1-15, and 34 lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) Seqn:A0016958,Date:04/2112014 LOAD CASE(S) Standard Continued on page 2 00- _ q>_. M. N04LICENSSE. - - 1 No.42704 j STATE OF I ZOR William M. Ranieri, ENITE 11 42704 Truss Type 1 Qty ! Ply S.F.R. Dwg No 032 726980 1 HJ7A I DIAGONAL HIP GIRDER 7,510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:18 2014 Page 2 10:EMcaoww4xktMXQUbvBw5Zjy67WR-fh6vfPOmPNpLWllqxOnCy1 iycfl bqyDXi5uQchzOX8B LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=101(F=50, 8=50) 11=-5(F=-2, B=-2) 12=-90(F=-45, 8=-45) 13=35(F=18, 13=18) 14=-18(F=-9, B=-9) 15=-52(F=-26, B=-26) M. 10Ae.- I' l I ELICENS W No. 42704 STATE 0 0 F1 William M. Ranieri, PE"IfleVE # 42704 Job Tr 726980 J1 American BuildersSupply 11, uy Ply ! S.F.R. Jack - Open 16 Dwg No 033 7. 510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:18 2014 Page 1 ID: EMcaoww4xktMXQUbvBw5Zjy67WR-fh6vfPQmPNpLWllqxOnCy1i_Bf4CqzfXi5uQchzOX8B 1- 0-0 2x4 = LOADING 5f) SPACING- 2--0--0 CS1 - -- - DE -FL in (loc) I/clefl Ud TCLL /- U.0 I Plates Increase 1,25 TC 0.15 Vert(LL) 0.00 5 >999 240 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES j WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Scale = 1:6,0 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) 2=148/0-8-0 (min. 0-1-8), 4=-6/Mechanical, 3=4/Mechanical Max Horz2=52(LC 10) Max Uplift2=-157(LC 10), 4=-6(LC 1) Max Grav2=148(LC 1), 4=22(LC 10), 3=9(LC 11) FORCES ( lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES ( 7-8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave= 5ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zowC-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 .60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2- 0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 2=157. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn:A0016959,Date:04/21/2014 8) 726551 R LOAD CASE(S) Standard r A M. 4 t,5_ -. !.j. eLIC E N S E•-N" No. 42704 j STATE OF 40 William M. Ranieri, PE-IT9ME # 42704 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Scale = 1:6,0 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) 2=148/0-8-0 (min. 0-1-8), 4=-6/Mechanical, 3=4/Mechanical Max Horz2=52(LC 10) Max Uplift2=-157(LC 10), 4=-6(LC 1) Max Grav2=148(LC 1), 4=22(LC 10), 3=9(LC 11) FORCES ( lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES ( 7-8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave= 5ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zowC-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 .60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2- 0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 2=157. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn:A0016959,Date:04/21/2014 8) 726551 R LOAD CASE(S) Standard r A M. 4 t,5_ -. !.j. eLIC E N S E•-N" No. 42704 j STATE OF 40 William M. Ranieri, PE-IT9ME # 42704 ype S.F Dwg No 034 726980 iJ3 American Builders 14-0 Jack -Open W - 15 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:19 2014 Page 1 ID:EMc.aoww4xktMXQUbvBw5Zjy67WR-7tgls[OQAhxC8WViIRVFF9x3QwZQvgxlez87zOX8A* LOADING (psf) SPACING 2 CS! DEFL in loc) I/defl Ud TCLL 20.0 Plates Increase 0 05 TC 0,15 Vert(LL) 0.00 7 999 240 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) 0.01 4-7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 i Code FBC2010ITP12007 Matrix-M) LUMBER TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SP No.2 Scale = 1:9.2 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=56/Mechanical, 2=204/0-8-0 (min. 0-1 -8), 4=29/Mechanical Max Horz 2=87(LC 10) Max Uplift3=-45(LC 10), 2=-151(LC 10) Max Grav3=56(LC 1), 2=204(LC 1), 4=44(LC 3) FORCES (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWIFIRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb) 2= 151. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 7) Seqn:A0016960,Date:04/21/2014 LOAD CASES) Standard M8 LICENSII-%Iro, No.42704 j* STATE OF 0 0 F1Z""re"44P. William M. Ranieri, PE -Fe'! M # 42704 726980 iJ3B russ Jack -Closed Girder Ply S.F.R. Rehabilitation Dwg No 035 American Builders Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:19 2014 Page 1 I D: EMcaoww4 xktMXQ Ubv6w5Ziy87 W R-7tg lsl OOAhxCBStOVj I RVF F9? 3McZQvgxlez87zOX8A 2-4-8 2x4 -= F 2.4-8 2-4-8 LOADING (psf) SPACING 2-0-0 CSI j DEFL in loc) I/defl Ud TCLL 20.O Plates Increase 1.25 TC 0.15 Vert(LL) 0.01 3-6 999 240 TCDL 7.0 Lumber Increase 1.25 BC 0.26 Vert(TL) 0.01 3-6 999 180 BCLL 0.0 Rep Stress Incr NO WS 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010ITP12007 Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Scale = 1:8.2 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=202/0-8-0 (min. 0-1-8), 2=84/Mechanical, 3=174/Mechanical Max Horz 1=41(LC 8) Max Uplift1=-83(LC 8), 2=-55(LC 8), 3=-69(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-266/119 BOT CHORD 1-7=-145/275 NOTES (11) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 140 lb up at 1-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11)Segn:A0016961,Date:04/21/2014 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1 .25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 3-4=-20 Concentrated Loads (lb) Vert: 7=-289(F) LICENSE R NQ.42704 STATE OF qc 4 R1'G,,• William M. Ranieri, PE"" IFEVIE # 42704 Job !Truss 726980 J5 Americanerican Builders Supply Dwg No 036 Jack -Open 14 1 Job Reference(optional)_ I------------ - Run: 7.500s Oct 23 2013 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Ape 2l 11:04:192014 Pagel ID: EMcaoww4xktMXQUbvBw5Zjy67WR-7tglslOOAhxC8StOViIRVFF77308ZQvgxlez87zOX8A' 5-0-0 2x4 = LOADING (psf) SPACING 2-0-0 1 CS1 DEFIL in loc) I/defi Ud TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.03 4-7 999 240 TCDL 7.0 Lumber Increase 1,25 BC 0.17 Vert(TL) 0.04 4-7 999 180 BCLL 0,0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 i (Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Scale = 1: 12.5 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=99/Mechanical, 2=292/0-8-0 (min, 0-1 -8), 4=46/Mechanical Max Horz 2= 1 22(LC 10) Max Uplift3=-86(LC 10), 2=-181(LC 10) Max Grav3=99(LC 1), 2=292(LC 1), 4=74(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-517/316 BOT CHORD 2-4=-464/610 NOTES (7-8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat, 11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb) 2=181. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn:A0016962,Date:04/21/2014 8) 726551 R LOAD CASE(S) Standard LICENSE% J No.42704 STATE 40F1 William M. Ranieri, 42704 726980 iIJ7 Truss Type Jack -Open Dwg No 037 26 1-4-0 Plate 3A - b_ Reference (optional)__ 3-Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 2l 11:04:192014 Pagel ID:EMcaoww4xktMXQUbvBw57jy67WR-7tglslOOAhxC8StOVjIRVFF3n3LGZQvgxlez87zOX8A LOADING (psf) 1 SPACING 2-0-0 i CS1 j DEFL in loc) Ildefi L/d TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.09 4-7 890 240 TCDL 7.O Lumber Increase 125 I BC 0.35 Vert(TL) 0.15 4-7 542 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 i Code FBC2010/TPI2007 Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Scale = 1:15,6 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=140/Mechanical, 2=384/0-8-0 (min. 0-1-8),4=62/Mechanical Max Horz 2= 1 58(LC 10) Max Uplift3=-125(LC 10), 2=-216(LC 10) Max Grav3=140(LC 1), 2=384(LC 1), 4=104(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-988/792 BOT CHORD 2-4=-1066/1171 NOTES (7-8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4,2psf; BCDL=6.Opsf; h=30ft; 13=45ft; L=40ft; eave=5ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=lb) 3=1 25, 2=216. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn:AO016963,Date:04/21/2014 8) 726551R LOAD CASE(S) Standard en LICENSE* No.42704 j. STATE 0 R William M. Ranieri, PE"Ill"EME # 42704 Job Truss 1 Truss Type Qty Ply S.F.R. Rehabilitation Dwg No 038 726980 I:J7A jJack-Open rint: t.oi v s jan zu zv,iq mi i ex inausines, inc, men ^pr z j I I:V4:ZVeV-14 rage 1 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-b4Dg45Plx?33mcSD3RpglSnEOTgPit9q9PNXgZzOX89' 4x4 LOADING (psf) SPACING 2-0-0 1 CS1 DEFL in loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.11 3-6 775 240 TCDL 7.0 Lumber Increase 1.25 BC 0,36 Vert(TL) 0,16 3-6 524 180 BCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(TL) 0.01 1 n/a n/a BCDL 10,0 Code FBC2010/TP12007 Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 1 =309/Mechanical, 2=1 41 /Mechanical, 3=63/Mechanical Max Horz 1 =11 23(LC 10) Max Upliftl =-1 20(LC 10), 2=-1 26(LC 10) Max Grav 1 =309(LC 1), 2= 141 (LC 1), 3= 1 05(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-990/1005 BOT CHORD 1-3=-1310/1146 Scale = 1: 15,6 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% Structural wood sheathing directly applied or 5-8-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (7-8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DQL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=120, 2=126. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Seqn:AO016964,Date:04/21/2014 8) 726551 R LOAD CASE(S) Standard SN-1ko '** LICEN E•% No. 42704 STATE OF X OR William M. Ranieri, PE-7"Lid# 42704 Job Trw 726980 iJ7B American Builders Supply I ype Jack -Open Run: 7.510 s Jan Ply Dwg No 039 14 Print: 7.510 s Jan 20 2014 MiTek Industries, Inc. Mon Apr 21 11:04:20 2014 Page 1 ID:EMcaoww4xktMXQUbvBw5Zjy67WR-b4Dg45P 1 x?33mcSD3Rpg 1 SnEOTgPIt9g9PNXgZzOX89 7-0-0 4x4 = 7-0.0 I - — 7-p-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.11 3-6 775 240 TCDL 7.0 Lumber Increase 1.25 BC 0.36 Vert(TL) 0.16 3-6 524 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010ITP12007 Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD BOTCHORD REACTIONS (lb/size) 1=309/0-4-0 (min. 0-1-8), 2=141/Mechanical, 3=63/Mechanical Max Horz1=123(LC 10) Max Uplift1=-120(LC 10), 2=-126(LC 10) Max Grav 1=309(LC 1), 2=141(LC 1), 3=105(LC 3) FORCES (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-990/1005 BOT CHORD 1-3=-1310/1146 Scale = 1:15.6 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% Structural wood sheathing directly applied or 5-8-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (7-8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=120, 2=126, 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Segn:AO016965,Date:04/21/2014 8) 726551 R LOAD CASE(S) Standard yam" LICENSE No.427Q4 i yk • : k STATE t?F RMjaaj11M•'1 William M. Ranieri, PE'mPETTE # 42704 REPAIR FOR BROKEN WEB/CHORD c i `, 0 llPOPF P, 1,.FV[,,1, 5'; A`2 p;Z 0at2:ATE c,6AD AND NA;L ING A`, :V):C A !N OW CAD A: E O`1!11 '1AMF 6KA[)', AND Al, -"`E_ Vlt' V,V NO) OE D'I-T, A,_L NAVAL_!,Ec AkF, f)A5ED UPON FNEUMAT 16 G)PIVE_N 10J (,,JN %A:,-',) AN,,) 13 Y P I jMDEk2 NOE - --- -- NAILg c)HALIL DE Me_>f)ZIDUTEP 50 THAT THE I- I NP 'P151- ANCE, EDGE [)151 AN(E, AND 5VA(IN6 WIL! AVOID UINU,5JAL OF- THE WOOD f o I H L NHTL S C1 10MVWEB MIN 1 Od C]UN) I FEND_ (LBF LENGTI-i EST) I I Lj t I p p i---- i3 I j 4 1530" 3 8 J TO, 33 3 5Y 0 3 3 7P I" 31) A L; JHr?" 3 4 38 6 1 ae 1,1590" f _ 1,o - -------- I -- ca)AD DO' f- c!DES, SAME 5[ZE 6 ,VLGIF_.c) OF WE[)/CHOKP I0 I -AL NAII c3 MLUPF, 00TH ")CA1,Y) INCIlf,_Ac1E 14 01 ^,02,7/NAII 2 10, 1 1 i, r 116 111H r L\U N(, 2,'Ack M1NLEN61-H A5 ;2EOV rO HAVE 1/2 [.FN6TH NAILED INTO UNPAMA6L_1) c)F_(,T1ON THE TO r Al, NUMDF K OF NA[[--cg O!AEEP FOR' c CADr ON DOTH NAILS AIALL DI EVENLY DIVIDED DUTWELN f)0fH 172GAD6,) AND ON EACH CiIPF OF DKFAr, American Builders Amerkan 111olders Supply SwP,3 ABS1000Canoil Street - Clermont, IT 34711 Photie:352-394-2116 Fax: 352-394-1968 William R FLORIDA PF P, LICENSE# PE142W 42 William M. Ranieri, P 42704 U) w z W J t W z W U) Cx J 4 ()_ w TOw m z' TzNC O WNWXZ w J _ J0U)-60 Tu_ wF=-O CLOWWW : D FXX F— 1x9<. 6©QU_ NNE < zCL W— OIE-<QCL U)(i_ W W N ao00< tcnw' F-~ W w= 7- CL< xO J_ N 0 O UzCrw_ j W NUwZWoO J wxu_(. Oz©z U< cvOw CL O N M X< x Wx JO w T t -F- --I vT X --t NW<<= U)O W F- WL_ t1U)wU0 OZOXU- Z Z F- WU<C<CZ W JXOcc0> lXWMTUZ wwOwQ< CO F— F— r LL- V-WOF-j_I QQ—~_- F- www< < American MUBuildersA aa; Supply swp. ABS 1000 Carroll Street -Clermont, FI. 34711 Phone: 352-394-2116 Fax 352-394-1968 O W F- 0 Q zD w ¢ U)> ( 0O Q w w F-W = awX te.. gWz° C9 JWO< oU) =ao i m U) W U) U) Q cc A tL C Om Q pW W FW-- Z Z N < J T_CrJa_ LL-> W SOW Qz W zz Q OW OvU) J t w w a z D W U' W?< t LLF Q _ z w_ 0 ncs XQX< O( l) Cia LLF-(/)W J go LL ca P,. U) 00cr rrMcr,W 3: u-)U) fzw N QW U) a QT _M( n JC QQ' j > << c:r JC)WOF-..... Dz)°w wWDa- Z()>u- CiU) Ul._. W O3: WQwM crZQ>U6j 1< 5zQlX::) z z1uX iQ < Q_ F- M. William M. 110EN IDA PROFES ENGINES LICENSE PE ¢27( No. 42' t-q%t STATE William M. Ranieri, 42704 WEB L & T BRACING RECQMMENDATIONS rI TYPICAL T-BRACING 11 iC` f -1 1MAC AA, L-BRACE SECTION T-BRACE SECTION NOTE-,: 1) -Di,ZACM, 10 OF, V IF N CONTINUOUS LAIFJ A,.. t3RACINC, 1 x 1MF;?ACT-1CA[ WE ' L111--N (A T -HAGLMul) ' GOVE -10O % - 2) L-fWAGE CONF16U ATCION MAY DE UI)EP 1N LIEU OF T-[WACE 3) MAI-HIAL 511A;1 D[- )Pf OFF 6 YV 6i ADF--L -UMDDE T- BRACING SIZE TABLE PER SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING IN TRUSS ENGINEERING) ONE- PLYTRUSS- - -- ------ ------ TWO-PLY TRUSS WEB SIZE 1 ROW I ROWS 1 ROW I ROWS 1x4 20 2X4 2X4 2x4 10 2 x 4 2 X 4 2 X 4 2X6 IX6 2X6 2x6 2x6 2 X 1 M3 20 2X6 2,X5 American Aw BuildersAnwk3nl3ui1wdm% Supply S%PlyABS1000Carroll Street - Clennont, Fl 34711 Phone. 352-394-2116 Fax: 352-394-1968 William M. FLORIDA PROFS LICENS P 2.4270 r;F,XkN6WilliamM. Ranieri, PE—FETM # 42704 TYPICAL PIGGYBACK ATTACH T Y F I G A 0 A P 1 of ( 6, 2- 11 E SHINGLES`. TOP LIVE LOAD 2 01 20 TOP DEAD 1-OAD, 15 I DOI-TOM 0EAP LOAD i(i 110 TOTAL cy T P fief 1NG 21-) 125 WIND PE516N MAX 140 MFI, Pi-K Ac)GE 7-10 11 20 F'1JVL-IN1 ON F11_A i TOP GHOk'0 'SECTION OF DACE I-VU55 AT ALL dOINI-5, NOT TO zi'-O" OC, OK T-1-11- MAXIMUM ALLOWADLE FUKLIN SPACING OF DAcA-- I- DA'?E EN(ANEFVtN6 FOP MAX -g!"AGING) AFIAGII F1-JVI-tNc) TO TOP CHORD OF DA5F WI-T]i MIN 2 [-A IO(A NAIL,(-1 IF 5I1FAf-I-I1N(A DOES NOT OVErLAF F'166YDAU / [)A5F- VKL)55 DY AT LEAST 12" ATTACH F166Y DACr U'-:)fN6 ONE OF TFIF F-OLI OWING. X 12" 2G GAUGE 'YTKAP (UPI // -S]-A-12 OR EOUIVA LN F) 1 0 ONE 1,11)F- OF TRUSS CFNTFPF[) ON INTERFACE W1111 MIN aEA 6D NZT-(S FACH 51PE OF INTERFACE; X 4 X 4'-0" GRADED c;,CAD TO ONE 50F OF 1RJ(5cq CENTERED ON IN f i`UAC'1-1 W! TH MIN 10J NAIL5 STAGGERED 5" 0 G FUIA, I E,--NCAFH OF S(Af); 6" X b" NOM 1 " 12' 1--)! RIICTUPAIF- SHEATHING 61j5c)LI PLATE 10 DOTH S10E',) OF f k\V-, 5 C E N P'r- D ON N TF --UACE WITH MIN D EA &A NAIL: [A(H 'g[OF 01 INT[PFAGE I— - I 31I-Oi FIGGYDACI\' OVEK 16'-0" 1N I E ;'H FJ3F ONE OF THE FOLLOWIN6 IN APPI-I-ION TO T',iF ADOVE K'OU!k!EMENJ-1-) ATTACH M! T-Fir, 1 3 oo 7H HAMMF;Z ON VLATIL5 ON EACH OF A F EACH DASE 111-K!jfar) vOINT, 115P FRAMIN6 ANCHOR HCOF OK SIMF11J0N 11 2 5, ONE CONNE' , TEL) TO P166YDACK AND PURLIN, AND ONU GONNECTEP TO F'UR'LIN AND DAcA-'. TPIJ55 STAR TIN6 AT MVE)LE OF PiUYDAcr, AND EVERY OTHER PUIRLIN, 6" X8' V2" ' 'Lj G 1. URA L 12 HE A *1 141 1 N 6 Gii55ET P L A T E Al EACH [) A') F ` I<fj5l? OIOIVT OT H Ot RUeaS. USING MIN 5 EACH 6J NAIL 5 EACH GHOPF)- (TOTAL 12 NA!1-1-5) American i* Builders Amerkanlivild" t Supply swplyABS1000 Carroll Street - Clermont, Fl. 34711 Phone: 352-394-2116 Fax:352-394-1968 William M. DA PROFE % pop PLICENSP, 2 M 427o4 I' William M. Ranieri, PE-"PE9= # 42704 WEB LATERAL BRACING RECOMMENDATIONS C '\](A ; x r ii G; rI,U55 Vk[3 MC:IMIN- r5 I) THE-WHGONAL HRHCING (X- BRACING) 1RANSFER THE CUMUl.f1TIUE LATERAL BRACE FORCES INTO HE 12004 ANOIOR .::EII-ING OIHPHRAGM. NO ADDITIONAL LHTERHt_ FORCE HAS PEEN HDDEO iOR WIND 21 THESE FARPHRAGM Ult'CULFMONS ARE HW-[) ON 11(F LATERAL BRACE CARRYING PZ CIF THE WEH FORCE_ 31 WAOONAL BRACING MFMRIAL MUST CIE Tl-if SfiM(_ SIZE AND GROW (OR BETTERI AS THE LOTTE;RAL BRACING MHTFRIft AND SHAI-L BC NAILED HT EACH ENO AND EACH INTFRMCDIATE TRUSS WITH W) lad GUN NAILS i13k 10d GUN NAILS FOR 2x6 DIRGONALSI 41 CONNECT I H I -RAL. UNHU TO E H01 TRUSS WITH G1l 100 GUN NAIL% I13! 10d GUN NAILS FOR 2x6 IHUAHL, HRACES3 SI THE 10d NAILS SPLCII IED SHOUT ) OF 30 CUNG AND 131- IN DIHMETER- 6) LATERAL BRACING SHOULD BE CONTINUOUS AND SHOULD OUERLFIP AT 1_FAST ONE TRUSS SPHCF_ IOR CONTINUITY 7) FOR ADDITIONAL GUIDANU RI_GHRUING 01 SIGN HND INSTAII-ATION OF TRUSS BRACING, RFTER TO BCS![31 SUMMARY SHEET BI SEE SEPARATE TRUSS EN61NFERINU IOR WFB FORCES MFIXIMUM WEE? f ORCI (I__B , )'" 14 ON GFNrC R 4b ON 6 E Nif K 72" ON GENT F 1 ACltL DKACiNG MATERIAL TYPE DKAC NG MA F [2CA !Yr1 1 1LVACING MA-1, TYPEAD A_ G J A E G— C? 4E C70 4600 46L E 6g00 344 a. -- 1 4600 4600 rt / ,^ Cf` 00 404 6-562 2 0 3g42 ' 3g42 3(342 ' 5g14 1544 1 5g42 5g42 ' g14 ' 3gG2 Sg14 14 10 5410 5450 5450 5175 1544 545G ' S4`a0 7i7340 517 5066 16f750665066 , 4600 1344 5066 5066 1 4600 066 4600 8 0 2760 2760 ' 4140 1344 2/60 2760 4140 2760 4140 2C t? b 3 2a0g 2760 2` 30g 2 0(' ' 3763 134A 2?Og x 2 0 ' z77 C ' 250q W65 " — GONTROL ECG DY GONN C TION MAX_ FOI CE5 F IROM M11- K PETAL # GD-001-0801g3 11 U American I*-- Builders t icauOu t Supply svfp,T AB S 1000 Carroll Street - Clermont, Fl. 34711 Phone: 352-394-2116 Fax: 352-394-1968 William M. FLORIDA PROFE,1 LICENSIJ William M. Ranieri, 42704 TYPICAL GABLE END DETAIL T!uA, r%f° artia Nrc\Cr- KrAC-HIP TO VIr,1 G41 - G TART; FOP,tv1t XIMUN ir i sr TS MINIMUM CiKADfr OF- LUMDER TOP CHOKD (2x4) NO 2 5Y19 DO F GHOKD (20): NO 2 5Yi' WEFTS (20) NO 5 5YF 2) GONNEGTOR FLATES MINIM[,-)M 1) 20 6AU6E AT EVEKY JOIN` r'YF3GA[- LCOAPING (P-S-F ) TILE SI11MII.ES FOP LiVt LOAD 20 20 OP DEAD --OAP i') 7 DO TOM DFAD LOAD-_ __._------------ 10 C TOTAL: 45 57 Ci7 KF 5 1_ ! NC _ A! (, rzac Ivy Fto r,2ea Minimum TF 5WJ U-,3JV ()7`'33Ct-,er TYPICAL GABLE END yTO vt ry- i, k<.- YU BRACE DETAIL N0 , I M1A FF{ 5 U5F- f3J 6i1N NA;I.5 A 4" O G -O;; 10 AND 10c) A" 4" O 6 (::'OP Ix4 1) )T 5T ,LjG"'UFAl HI A T i 41N6, -) 5i D ON TIiF: FAG":: OF GAD ' t;{F r NGiNi 1 K O KEC;OKD MAY D! [ M L DKAGING ;)NNEGT `aSAKY WIND VELOGiTY - 140 M_;-1 H 5PAGfNG Of MAX I f NC lIMAX L F P161 MAX ! f N6 i H MAX i [ NG ` 1i VE Ka [ CAL c) NO D1KA.GE I x 4 F5l2AGE lx4 2x6 JKAGt 12" 47' 1 611:: I_ ._____. ._...... i 24: 410 6 -- O,0 IN-YOND THIS) I 'I-NGFIi (J5E 2x6 American Builders Awekan6atiders - upPl. 7 M(SUPP4, AB S 1000 Carroll Street - Clermont, FI, 34711 Phone 352-394-21 16 Fax 352-394-1968 William M. RMNo.42 FLORIDA PROFESSILICENSE # k.P WilliamM. Ran Ms 42704 TYPICAL CORNER SET INSTALLATION l [r OrOJT 10f I.` Gf !'f rC /"1''''/hp Er;Jr'r iCN- COi`Ni r( , JACK (1`1J) AO P; A' E `i Fq'r1OWN APE MINIMUM A/[:. 20 (,,AU 1E: CONNF 6 f OR O i PAS MINM,;M 6kA )t OF Li _ fir' 0 HOP19 (2x) NO 2ND 6 YP j 9()7 TOM "x- (2x) NO W (2x-) NO 5 GYP E XC.E ' 1 # `,)YY C O??[D caPAN T YPI( A 1, 0A;),N6 1- > E CI! t SHIN(if F.& l OP L 1VF LOAD 21 ZC) OP PEIAP LOAD DO T r OMB C)F AU 1 OAU 1C 1() 0 At45 - 5j.. .. 1N( 1 ?`> i 21) WIND PF-)IGN- MAX 140i MPH VEk A 96F 7-10 TWICAi Or`N tiC.K < C. > CK\ (f`-J") IOJNA_ 5 tOKI 51M 1' rIONAI 'GNi C0NKICU A,r ON C 2) IOd NAL5 FAO- 1 9Pr OrTIOM A r- VMU ry' r'U, 5CJ5`0FF\ COrNE-" JA.K (1J> l' 01 .iPC CO # 14- if ( !) 1 Od 6LUN NA-5 Or z - - American i* Builders Amakaaeuaaen Supply sufPnABS1000 Carroll Street-Cleiniont, 1-1. 34711 PhOae; 352-394-2116 Fax: 352-394-1968 OrICh, COO ' r 1,AYOUr Mffff William M. F •. FLORIDA PROFE 'IfNEE ' f LICENS PE PE'42-W 4270 ' William M. Ranieri, PE"'PT'L`' # 42704 N*0RF4 This product is preferable to similar connectors because at w a) easier installation, b) higher loads, c) lower installed cost, WA or a combination of these features. r-+--I p' I ti tsrTHAC422 The THA series have extra long straps that can be field - formed to give height adjustability and top flange hanger convenience. THA hangers can be installed as top flange or face mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top flange installation. MATERIAL: See table FINISH: Galvanized. Some products available in ZMAX,' coating; see Corrosion Information, page 14-15_ 2b:s'lot INSTALLATION: • Use all specified fasteners. See General Notes, THA422.2 The tollowing installation methods may be used: rna426@ Top Flange Installation —The straps must be field formed over the header - see table for minimum top flange requirements. Install top and face nails according to the table. Top nails shall THAC422 not he within 1/4' from the edge of the top flange members. For r the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top flange installations, straighten the double shear nailing tabs and install the nails straight into the joist. Face Mount Installation —install all face nails according to the table. Not all nail holes will be filled on all models. On models where there are more nail holes than required, the lowest 4 face holes must he filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. 10— Alternate installation— The THA 4x hangers may be installed in a top flange configuration using the tabulated fasteners for face mount installation and achieve the face mount installation loads. Typical Install the tabulated face nails into the face and top of the carrying Top I member. Nails used for the joist attachment must be driven at an angle Insta so that they penetrate through the corner of the joist into the header. OPTIONS: • THA hangers available with c the header flanges turned in for 3s/n' a Double- Douhle except THA413) and larger, with no Shear Nailing S load reduction - order THAC hanger, Nailin unless not b' CODES: See page 13 for Code Reference g unless of P g ' Tap View Hated Key Chart. r`S`svzc`a`3= a e I Min. Header e e e iOP=Pth I;PnR c Typical o THA29 Face f Mount installation Double 4x2 - 2 Pace nails Use full table value 4 THA29 total Single, 4SeeX2 4 TOP l85iota footnote 3 Typical THA Top Flange Installation on a Nailer except THA29) These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. i. Uplift has been increased 60% for wind or earthquake loading with no carrying member. For single 2x carrying members, use 10dxi /2" nails into the carrying further increase allowed; reduce where other loads govern. member and tabulated fasteners into the carried member, and use 0.80 of the table value for 2. Wind (160) is a download rating. 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 3. For single 4x2 top chord carrying members or single 2x nailers, the 5. Min.lop Flange refers to the minimum length of strap that must be field formed over the header. following THA hangers can be installed using 10dxl Y2" to pp nails and 6. Foe the THA 2x models, one strap maybe installed vertically according to the face mount ble2-16d face nails with reduced allowaloads as noted: THA418/THA422: nailing requirements and the other strap wrapped over the truss chord according to the 1415 lbs. for OF/SP, 1215 lbs. for SPF; THA426: 2245 lbs, for OF/SP, top flange nailing requirements (see drawing above) and achieve full tabulated top flange 1930 lbs. for SPF: THA422.2/THA426-2: 2345 lbs. for QF/SP, 2015 lbs. installation loads. for SPF. Loads are based on hanger installations at panel points. 7. NAILS: 16d = 0.162" dia. x 316" long, iod = 0,148" dia, x 3" long. 4. Face mount installation loads are based on minimum of 2-ply 2x 10dx1'/2 = 0.148" dia. x 1 Y2' long. See page 22-23 for other nail sizes and information. p u Q 4 0 Za eq nQ j 131 William M. Ranieri, PE FL Lic # 42704 Q m C as t., n ft 4• 0 iEEREf! This product is preferable to similar connectors because at al easier installation, bl higher toads, cl lower installed cost, or a combination of these features. i4? All hangers in this series have double shear nailing - an innovation that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation, and the use of all common nails for the same connection. Double shear hangers range from the light capacity LUS hangers to the highest capacity HGUS hangers. For medium load truss applications, the MUS offers a lower cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. MATERIAL: See tables below and on page 135. FINISH: Galvanized. Some products available in stainless steel or ZMAXO coating; see Corrosion Information, page 14-15. INSTALLATION • Use all specified fasteners. See General Notes. Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. Not designed for welded or nailer applications. OPTIONS: • LUS and MUS hangers cannot be modified. MUS hangers available with the header flanges turned in for 2-2x (31W) and 4x only, with no load reduction. See HUSC Concealed Flange illustration. Concealed flanges are not available for HGUS and HHUS. See Hanger Options, page 216, for sloped and/or skewed HHUS models. Other sizes available; consult your Simpson Strong -Tie representative, CODES: See page 13 for Code Reference Key Chart. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details, These products are approved for installation with the Strong -Drive SO Structural -Connector screw. See page 27 for more information. Min, Dtmenslons Fasteners Model Heel Go _ _ Carrying CarriedNo. H tiHaigh! Member Member SINGLE 2x SIZES LUS24 2% 1,/,s to/4 4-10d 210d LUS26 4'h 18 1'f6 4°!4 1`Y, 4-10d 4-10d MUS26 4'Aa 18 1'Aa 5Y+v 2 6-10d 6-10d L'A HUS26... 4%6 16 1 Ya 5% 3 14-16d 6-16d HGUS26 4Ye 12 1Ya 531a 5 20=16d 816d g LUS28 4h6 18 1Y6 6% IY44 6-10d 4-10d MUS28 6yfs 18 1'7ie 6'1s 2 8-10d 8-10d HUS28 61A 16 1Ya 7 3 22-16d 8-16d HGUS28 6Ye 12 1Ya 71A 5 36-16d 12-16d 1101' LUS210 4Y4 18 1°AE 7"Ae 1a14 8-10d 4-10d HUS216 8Y8 16 1Ya 9 3 3016d 10 16d 1. See table on page 135 for allowable loads. for 2x's 1014x' sTlepitafi• R _` G + a i e t, aoa Q • et3rlH i. P... • d R • w' w h VV HUS210 LUS28 MUS28 HUS26, HUS28, and HHUS similar) HHUS210-2 Truss Designer to provide fastener quantity for connecting multiple members together) Double Shear Nailing Top View Double Shear Nailing Side View Do not bend tab f-- H a HGUS28-2 i a i a e HUSG Concealed Flanges not available for HHUS, HGUS and HUS2x) th meuuceu heel height Dome Double Shear Nailing Side View available on some models) U.S. Patent 5,603,580 Model OF Allowable Loads floor Snow Roof Wind 160) (100) (115) (125} C160}< SP Allowable Loads SnowUpifl' FloorDkl(l 160} (t00} SPF/HF Allowable Loads Upliltl Floor Snow Roof 160} (100} (115j CodUplift' Rate SINGLE 2x SIZES LUS24 490 670 765 825 1045 490 725 830 895 1135 420 575 655 705 895 LUS26 1165 865 990 1070 13551 1165 940 1075 1165 1475 1005 740 845 915 1160 17, F6, L17 MUS26 t090 1295 1480 1605 1825 1090 1410 1610 1745 1825 940 1110 1265 1370 1570 HUS26 1550 2720 3095` 3335 3335 1550 2950 3335 3335 3335 1335 2330 2650 2820 2865 HGUS26 1765' 4360 4885 5230 s5390 1765 4725 5290 5390 5 990 1520 3750 4200 4500 4635 L17 LUS28 1165 1100 1255 1360 1725 1165 1200 1365 1480 1835 1005 940 1075 1165 1475 MUS28 1555 1730 1975 2140 2645 1555 1880 2150 2330 2645 1335 1475 1fi90 1830 2275 17,F6,L17 HUS28 2000 3965 4120 4220 4335 2000 3790 3960 4070 4335 1720 2905 3035 3125 3435 HGUS28 3015 6745 6970 7125 7275 3015 6460 6705 6870 7275 2595 4960 5160 5290 5745 L17 LUS210 1165 1340 1525 1650 2090 1165 1445 1660 1795 2270 1005 1145 1305 1415 1745 17,F6,L17 HUS210 3000 4255 4445 4575 5020 3000 4105 4310 4450 4930 2580 3150 3315 3425 3815 134 Note: For dimensions and fastener information, see table above. See table footnotes on page 135 William M. Ranieri, PE FL Lic # 42704 plated r These products are available with additional corrosion protection. Additional products on this page may also be available with this option. check with Simpson Strong -Tie for details. These products are approved for installation with the Strong -Drive So Structural -Connector screw. See page 27 for more information. Dimensions Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads Model Min. Code No. Heel Qa Carrying Carried Uplittt Flaar Snow Raaf Wind Uplift' FloorLIn,w R2of Wlnd get, Height W H B Member Member (t60} (100) (115) (125) (160) (160) (100)6) (126} (160) DOUBLE 2x SIZES LUS24 2 2'/ 18 31/8 31A 2 4 16d 216d 440 800 910 985 1250 380 6800 780 845 1070 2 - — 17, F6, L17 LUS26-2 4%ri 18 31A 4r/Q 2 4-16d 4-16d 1165 1030 1180 1 1280 1625 1000 880 1010 1090 1385 HHUS26-2 4M6 14 3Y6 5% 3 14-16d 6-16d 1550 2785 3155 3405 4265 1335 2390 2710 2925 3665 17 L17. HGUS26-2 4/,a 12 3Yo 5'/,s 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 LUS28-2 4°l6 18 3Ys 7 2 6-16d 4.16d 1165 1315 1500 1625 2060 1000 1125 1285 1390 1765 17, F6, L17 HHUS28-2 6%s 14 3Y,e 7'/+ 3 22-16d 8-16d 2000 4210 4770 5140 6440 1720 3615 4095 4415 5375 HGUS28.2 6Y,6 12 3-6 TY,6 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 17, L17, t LUS210-2 6f6 18 3'A 9 i 2 8-160 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 17 F6 L17 HHUS210-2 8% 14 3%6 8% 3 30-16dE161 4000 5635 6380 6880 7165 3525 4835 5270 5380 5765 17,L17, HGUS210-2 BY:,,: 12 3 6 9Ye 4 46-16d 4095 9100 9100 910Q 9100 3525 7465 7730 7825 7825 TRIPLE 2x SIZES HGUS26-3 41Y/ 12 4t4/6 5Yz 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-3 61Y6 12 4'ys 7% 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 HGUS210-3 8% 12 4'V16 94/4 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17,L17. HGUS212-3 101/a 12 415/% 4 56.16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-3 125/6 12 41Y6 '.. 4 66.16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 OUADRUPLE2xSIZES HGUS26-4 5'/a 12 6Yte 5'/ie 4 20.16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28 4 7'/+ 12 66 7YF6 4 36 16d 1216d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 NGUS210-4 9'/, 12 69/6 9Y,6 4 46.16d 16-i6d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, HGUS212-4 1Qe/a 12 6Y,6 10s/s 4 56"16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-4 12% 12 6Yie 12% 4 66.16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 4x SIZES LUS46 4% 18 3'/s 4'/+ 2 4 16d 4-t6d 1165 1030 1180 1280 T 1625 1000 88Q 1010 1090 1385 I7, F6, L17 HGUS46 V,6 12 3Ys 4%6 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 17, L17, HHUS46 4Yi6 14 Vs 5Y,6 3 14-16d 6 16d 1550 279Q 3160 3410 4265 1335 2390 2710 2925 3665 LUS48 4Ys 18 3/,6 6s/+ 2 6-16d 4-16d 1165 1315 1500 1625 2060 1000 1125 1285 1390 1765 17, F6, Ll7 HUS48 6'/s 14 3'R6 7 2 6-16d 6-16d 1550 1595 1815 1960 2470 1550 1365 1555 1680 2115 HMUS4B 6'/ 14 3Ys 7Ys 3 22 16d 8 16d 2000 4215 4770 5150 6440 1720 3615 4095 4415 5535 17, Li 7, HGUS48 67/16 12 36Ae 7%6 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 LUS410 6%< 18 3M6 8Y< 2 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 i7, F6, L17 IIHUS410 8% 14 3Ys 9 3 30 16d 10-16d 3745 5640 6385 6890 7165 3440 4835 5480 5910 6165 NGUS4IQ 8%6 12 3Ya 4 46 i6tl 16 16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17,L17, ' HGUS412 10'% 12 Vs 10r% 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 17,L17 HGUS414 lViie 12 3% 12'l6 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 1. Uplift loads have been increased 60% for wind or earthquake loading with no further increase allowed. For normal loading applications such as cantilever construction refer to Simpson Strong -Tie," Connector Selector"software or conservatively divide the uplift load by 1.6. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-REOHEEL (see page 232 for details). 4. Truss chord cross -grain tension may limit allowable loads 5. Loads shown are based on minimum of 2-ply 2x carrying member. With 3x carrying members, use 16dx214" nails into the header and 16d commons into the joist with no load reduction. With single 2x carrying members, use 10dx1'/2" nails into the header and 10d commons into the joist, and reduce the load to 0,64 of the table value. 6. NAILS: 16d = 0.162" dia. x 314" long. See page 22-23 for other nail sizes and information. 135 William M. Ranieri, PE FL Lie # 42704 64-00 CO 12-06-00 48-OD-00 3-04-00 7 00 00 7-04-t10 0 8 j] 13 SS 1 J7A J7 3 j7A 7 j7A J7 o U U V j7A J7 j7A y O 5 j7A j7 J3 J7A J7A x> 17 7-00-00 R d j78 0 1 j7A S Arl 1 QQY Ain A 17 A05 A03 O 100 5-11.10 19-02-06 7-06-06 y i2{t&-00 18-07-10 32-08-06 General Notes ONnsnsbns shown in Fee4nchss4lat—AM ton at Required lterbe Wen" waft sMwn @ heights noted Trusses may na M ca a aihrcd M any way wmwut prbr auihot k.Wei I— ASS. b- y busses tMi arc wn a alsered wbMvt aumaW bon wq M rcpabad a rcPUc 4 at the cuslmets esp— Ro hscsohad - of acYnse tf t% SS, kisd w%Ienut pMrrc+rlew and swllterl consent from ASS, Inc. Fa proper bsrsa CSj-61 g .aft Oracirsg, refer l 1M -Tpidxujoy`,ssesi thought-JAnymulInbussesmustMattached brgapre, pa 1MengirweMqapacMkatlmpMrbMta6edon P 1.. T nt aM t —14 R caM,f h iM rcsponsbdhy of jb bussiiedeliTM'Eng— of RecoM" lr e d prolecl is reaponsh—forbudesignoftMpennammOrscl9, dro diaphnm sysrim, sMa waft, and t Uc Tt ehments b rc 1p essh a ft from wld aM aseismic —ppi TM -EOR' h afro rcaponsble l cae out dwiseebbdWappsgmateriahb'ewftiendyt-s aback n e bassos b ttssbad , -I-, atrsictwe aglow, l v ' trtrsa doshpn specNkatbro gilds, span, sign s Applied io pia w It sin.. en,"u e . and Itdaoswa4designandWxemeiRM er are buss system. b any1M aM xddarts Me p ij M And trusses, ep eeeta tee .1inmedtsceAMworkonbwprojectandMdlyarcprasenWfMofABS, bc_ N busses tr —h l an xddea must nten+Meted by a gc¢nsed sbucbrrai arglneo b deterfnine Oee eaute 0 die accident TM Wilder asswnes a6 MMY d busses lne lead in x acolenf arc ebrM a proved In any way before An brspecdon is oompielied. AS eedsbns tagatding oece.Ysary tepees a piacemem a aaaxs w8 M Used on tM.rccomma+datbn of 0. rcpat sutunmed by the sbu —w engineer. TRUSS PLACEMENT DIAGRAM i NL.Y Tls ptscemem pim shows aw ass5nationmd raiedve bcadon of exA buss compoam and h l be used l <oryunction wNh 1M sa spondug bpirwredtruss draw"ugx, Tire buss opt en Ietfiein6lgyrt,ese l tM sbu<hr consMs sofeA a Me tletigno1lMindividualbussesntltruubtrusacannecllm, Han ers LU324 HHUS" 14US26 HHUS48 HUS28 HGUS48 HHUS26-2 HUSC48 HGUS26-2 HUSC410 HHUS28.2 THA422 HGUS28-2 THAC422 HGUS28J THA426 SUL26 THA29 SUR26 THJA26 eo,a..hon ane.a Bearing Elevations 8' Brg Height Loadin & Design Criteria Fla Root Design Code I f8C201OfTPLQQ7 TIC LM Lead ae 20 Use. height 30' TIC Dead Lose f0 7 Wind Speed 140 SIC LiLead o o Building Eaposurc; C UpHt Design: a MWf RS CSC Hybrl WC Dead Lesd s to Sugdtng Designee As: Exbsed p part Exbsed ToLI loco 53 37 oa, 6M Faclr fsa in CBi - Corinthian Builders, Inc. 2014 S Mellonville, Sanford SFR Rehabilitation N. T.S. 04121/141rj RG 726980 William Me Ranieri, PE FL Lic # 42704 William M. Ranieri, PE FL Lic # 42704 Revision IKI Response to Comments 0 VY- SEP 10 2014 Bjy: City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 14-1793 Submittal Date 9/10/14 Project Address: 2014 S Mellonville Ave - Sanford, FL 32771 Contact: Richard Kovacsik Ph: 407-403-5658 Email: rick@cbiamerica,com Trades encompassed in revision: CR Building El Plumbing 11 Electrical 0 Mechanical El Life Safety F-I Waste Water Department Utilities Waste Water El Planning El Engineering 0 Fire Prevention El Building 0, Fax: 407-322-8641 Ali General description of revision: Revised footer ROUTING INFORMATION Approvals AfC Ted 4x xNiq Cwe P51 E IT +.: =._'cD SHALL BE CONSTRUED TO BE A CEP,=SE C) ROCEED WITH THE WORK AND NOT AS AJT-iC BRIT TO VIOLATE, CANCEL, ALTER OR SET AS!DE ANY C F THE (PROVISIONS OF THE TECHNICAL CODES, NIOR HALL ISSUANCE OF A PERMIT PREVEN THE f3UII DING OFFICIAL FROM THEREAFTER RE4ti iRIfJ( r CORRECTION OF ERRORS IN PLANS, CO S CFfU TION OR VIOLATIONS OF THIS CODE 5c r l µ enef E raundos en Note F. AT CDno +!.e 5r6. 9d Kee A Careern 'e-0 of Nat `— kem 2.A°m PS! At 29 tea. 5rbs 943e RenfacN'4M Ebw free tb 6 W 'ftm S.- a w d a nPa Ad FemAA irwtad rl x tee str .x oa W arLma u 23 E,SngsVA p 3- AA &aa 1i a- 24 & 2amrat AM gad Cmtma T. 9TV M.sgal'as xxs' N. & a— W '-- Iron km A'4 sc3e . sp`-'w 5.1 01.* AHrat s5 Till At ;wW r 3A S — 19.. 3. ar C—e %cl, ** Ptcde C—A. E&C .<h ftt JS 3. VwC Cmf- F- 1,0* 1< 7k 3— AF q C - e #— 111er9se *Ad Ac Pe Fe lkt3l Rn. k Eanb S* t i/Y m 6Fs,errx Er'd 5m 4 ij Ati Ram tl %u '.:urq uxr L GEE: ECOr*Z HATE Eat OS lM A 5R b'EAQ% PRUZ-- OF 'ZM Py. F rrr o Getai(5 y t,1m k r E.v6d+y 'e ReMj 2) 05 Re fah ts' i-Str. Exterior Load Bearing Fzer h P.t. tMa1s A 4M tr gvA Oahe h'm At 3Y QG ,Md % SPZ At *Y 0.0 tom q¢ s i A & i!Y BicvS2'Oe nBans Ae-4C y. 5TfW Md'sy Y fAs. c f j8' ftxGee} ((2 9'F Or (.S StP} 31 94 ft t n' rterlor Lod Beanig Footer (1-5fiay} Z. P.i. Pw4 wC 9'i a,71 At 3 QC w 4r2' Bia r W AB. O 1/Y Oh _ cry ( F s E' Ee— Bads At 21` aL N s6' 6C IM k.4. iWG Y 06. i/B' wsRns) S t(Y c— 9m Sib-1_ xmw Bsviw s Per, 2) a Raw , W 5te Load Bel.* (1-5cry) MA'ae v ari S E%Y Inc 5b r0 5 EiY Gmc SRb oh %mr Barfr 5hoWWer ke55 step Feeling Notes CD 24' x 24' x t6' Deep Pd Nth (3) 15 Rdar Ecio Way Exfensio- iTT Worn Door R'X4't CPe'q) Foof ngs itc t Beer D6T'd For A Tod Beni Pressve Of 2000 PS. It A Dowels missoo;' AoOy Iffth Epoxy Srr,pscn $?) With a tmbebment. tint 3r'4' Cie. kic>r«s Fcs r Cow6s. Proposed Fourer,lon Par, v CBI r } ecrmxa Ra=k D-t4A ft 3Zin-0 SIRUC1dtAt EYtt!t d FAe w Srr4x7u-Al. Via; e Ja J sit u 4 E 25 Revisions o E 4v r: a g aC ' 7 LL WE n o if xx t isnmw fir. A•<«y. 5#£T EI 4 Lu City of Sanford Certificate of Completion ISSUED 03.02.2015 PARCEL NUMBER . 31.19.31.513-0000-0030 PROPERTY ADDRESS 2014°,ME, ONVILLE AVE i PROPERTY ZONING .`' SR1A INGLV, FAMILLY OWNER 1 HILL REGINALD & °CASE CONTRACTOR ti O THIAN DUI DPRS INCq, d\ d a a , PERMIT NUMBER 1st:3i, DESCR P , ON }, F 1lt CiRK 1 I/ER IN'I'ERTQR & EX PlO REMODEL X' r 1 CONSTRUM75 ON TYPE N/A OCCUPANCY U,SE ,GROM z N/A QCCU PANT' LOAD N/A In accordance with this Certificate of Cornpletibn, all inspections for compliance with Florida Buildlrig Code 2o.1p; . have been performed and approved. If the construction project ,was,apermitted and built under the owner/builder contractor exemption of Florida State statute `489.103; refer to state statute regarding limitations on renting, lease or sale of t is property. Approved tfi Building official REQUEST FOR PRE -POWER Altamonte Springs, CasseUberrf Lake Mary, Longwood, Oviedo,Sanford,Se0Ninole County, Winter Springs Date: 02/05/2015 Project Name: 2014SMa|onviU* Project Address: 2014SK4e||onvi||o.Sanford, FL 32771 Building Permit #: 14-1793_______ Electrical Permit inconsideration for authorizing the appropriateutility company toenergize \ho6ui|ity,wcogrcow\ihand understand the following: i. The facility will not be occupied Unti I a certificate Of Occupancy has been issued. 2. If thejUriscliction hereafter rinds that the facility has been occupied before a certificate Of Occupancy has been issued, Uhc johsdidion will have the unilateral right to direct the utility \uterminate electrical service without uodoc. Furthermore, we understand and agree that should (bc johsdicboncxcpxisosuoh right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of'such right. Also, in the event any third party claims damages frorn the exercise OfSUCh right, we agree(ojoioUy and individually indemnify and hold harmless the jurisdiction from all Such dumogmsand costs, including uUorney`sfccs. 2. The building orstructure shall be weather tight and scouvc. The electrical wiring in the area designated for pre -power shall hccomplete and {nsafe order. All x|cct,icu| services associated with the area will be 100Y4 complete unless specifically approved bythe electrical inspector. 4. Interior electrical rooms shal I be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with alocking mechanism (approved by the AU]).The licensed electrical contractor or his |i000scd representative shall hold the keys(s) for Such access to electrical panels to prevent energizing circuits other than those that are aa6. 5. |fprovided, the fire sprinkler system must hcoperational, per the local AH] requirements, with water on thcsyytcm prior to pre -power. 6. This pre -power approval is valid for a maximum of 180 days from date of approval. 7. Check with the local jurisdiction for fees associated with pre -power. Richard Kovaueik, Corinthian Builders, Inc,tj P Pi f i CGC058246 Gen. Contractor License # G|. Contractor License # JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: n Progress Energy n Florida Power and Light Oil xev, 3/27m7)